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HomeMy WebLinkAboutPA2022-167_20211220_Preliminary Geotechnical Investigation / Engineering Geologic EvaluationMr. Scott Schwartz December 20, 2021 2050 East Oceanfront Project No. 1-1201 Newport Beach, CA 92661 Subject: Preliminary Geotechnical Investigation / Engineering Geologic Evaluation Proposed New Residence Construction 2050 East Oceanfront Newport Beach, California References: See attached List of References Dear Mr. Schwartz, In accordance with your request and authorization, G3SoilWorks, Inc. (G3), has performed a preliminary geotechnical investigation / engineering geologic evaluation for the proposed new residence at 2050 East Oceanfront in Newport Beach, California. This report was prepared based on information provided by you, experience with similar projects, review of public and proprietary information, limited subsurface exploration, and laboratory testing performed by this office. Included herein is a summary of our engineering geologic evaluation findings and geotechnical recommendations for ground improvement, site excavations / grading, foundations design, and other aspects related to design and construction of the proposed new residence structure. SITE LOCATION / DESCRIPTION The subject property is located near the eastern end of Balboa Peninsula and southwesterly of the intersection of M Street and East Oceanfront in the City of Newport Beach, California (Figure 1, Attached). The site is part of a relatively narrow, beachfront, residential lot approximately 40 feet wide by 80 feet long and 3184± square feet in area (Reference 1). An approximately 20-feet-wide alleyway bounds the site to the north; existing residences bound the site to the east and west (2054 and 2046 East Oceanfront, respectively); and Balboa Beach bounds the site to the south. Existing site grades (according to Reference 1) range between approximately 12.5-19± feet above NAVD 88 (North American Vertical Datum of 1988). The site is located approximately 400± feet inland of the Pacific coastline and 1000± feet westerly of West Jetty View Park and the inlet / outlet channel of Newport Harbor. An existing 1980s-era, two-story, single-family residence with subterranean / split-level garage, bathroom, and laundry room currently occupies the site. Figure 2 is included as an attachment and shows the generalized configuration of the residence with respect to the garage (shown in gray), front entryway (blue), and rear living room (green). Based on review and interpretation of SoilWorksG GEOLOGY GEOTECH GROUNDWATER 3 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 2 of 39 Newport Beach, California survey mapping by Apex Land Survey (Reference 1) and measurements taken onsite, the garage, laundry room, bathroom, and storage area Finish Surfaces (F.S.) appear to be at approximately Elevation (El.) 11± feet above NAVD 88; F.S. for the front entryway and rear living room appear to be at El. 18± and 19± feet, respectively. The beach fronting the southerly rear of the property (El. 18± feet) is approximately 5± feet higher than the driveway fronting the alleyway / East Oceanfront to the north (El. 13± feet). Existing Grades (E.G.) along the centerline of the existing alleyway slope east-southeast from El. 12.80 feet to El. 12.69 feet (0.11 feet) over a distance of approximately 40 feet (slope = 0.00275 vertical feet per horizontal foot; S = 0.00275 ft/ft). The existing garage occupies approximately half of the existing residential footprint and is approximately 2.3± feet below the adjoining driveway. A relatively steep, concave- / convex- sloped, interior driveway provides access to the existing sub-level garage and associated laundry / bathroom / storage areas. An existing Concrete Masonry Unit (CMU) retaining wall is located at the rear of the garage and is approximately 8-feet-high, with adjoining easterly and westerly retaining walls that retain soil to within approximately 3 feet of property line. Existing retaining wall heights along the east and west side of the property vary between approximately 3-9± feet and 7± feet in height, respectively. The existing living room and front entryway are at least partly supported by retained soils and existing slab-on-grade construction. PROJECT DESCRIPTION / PROPOSED DEVELOPMENT Overview Current plans provided by the Project Architect indicate that the existing residence is to be demolished and replaced with a new two-story, single-family residence with basement-level garage, driveway, recreational room, powder room, laundry, and storage closet. Preliminary sections indicate that the Basement Floor is to be set at El. +7.35 (NAVD 88), requiring excavations down to El. +4.00 or approximately 9 feet and 13-14 feet below the existing front driveway and rear patio / beachfront, respectively. The first-story Living Room and Kitchen floor levels will be set at El. +16.37 and will be adjoined at the southerly rear by a depressed Front Yard at El. +15.99. Engineering geologic / geotechnical considerations for the proposed development include:  Demolition of the existing residence and sub-level retaining walls;  Temporary shoring installation and below-grade excavations along property line;  Foundation construction including mat slab and basement retaining walls;  Shallow groundwater occurring at depths of approximately 4-13 feet below existing site grades;  Mitigation of seismic hazards including liquefaction and seismic settlement;  Possible coastal flooding hazards associated with long-term sea level rise, astronomical tides, storm activity, and tsunami hazards. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 3 of 39 Newport Beach, California The major factors listed above are addressed herein based on the findings of our geotechnical investigation and engineering geologic evaluation of the project. The major geotechnical factors involve below-grade excavations and construction of the proposed basement / garage level and mitigation of issues related to shallow groundwater intrusion, moisture / vapor mitigation, and earthquake-related liquefaction / dynamic settlement. Earthwork / Excavations / Foundations According to the preliminary architectural basement plan (Figure 3, attached) and sections, below-grade excavations will be required and will extend to a Rough Grade Pad Elevation of +4.0 feet NAVD 88. A preliminary 30-inch-thick mat slab, 3-inch waste slab, and 3-inch protection slab is proposed below the proposed basement with associated retaining walls. Our recent groundwater monitoring work for the site (period of June 21st, 2021, through December 10th, 2021) indicates that groundwater elevations (unconfined, occurring in Quaternary beach sand) vary from approximately as deep as +4.5 feet to as shallow as +6.7 feet above NAVD 88. A secant pile / deep soil mixing program is planned to mitigate liquefaction and shallow groundwater intrusion. Based on discussions with a potential design-build ground improvement contractor for the project, site dewatering will not be required to accomplish the subject excavation work and new residence construction, as the secant piles / soilcrete is intended to render the excavation impervious, thereby mitigating shallow groundwater intrusion during construction. Secant Piles / Deep Soil Mixing (DSM) Program Secant pile installations and deep soil mixing / soil-cement by others are planned to provide temporary shoring along property lines, cut off groundwater / waterproof the excavation, and mitigate liquefaction as part of the final construction. The secant piles and soil cement columns will both be constructed using soil cement / Deep Soil Mixing (DSM) to tentative minimum depths of 23-28 feet below existing ground surface or El. -10 feet (NAVD 88). This method of ground improvement will be implemented to mitigate liquefaction potential and groundwater intrusion and uses a truck-mounted drilling rig equipped with specialty purpose-built stem and mixing tool arrangement. As the mixing tool is advanced into the soil by a combination of rotation and crowd force, a grout slurry (comprised of cement and water) is injected through the hollow-stem and blended with the soil mix, creating “soilcrete” columns. Once cured, the DSM- treated sands are cemented into relatively impervious, sandstone-like cylinders, thereby increasing their strength, limiting their permeability, and mitigating liquefaction potential. An added benefit of the secant pile / DSM program is the mitigation of groundwater intrusion that during construction – provided that the work is performed carefully to limit / prevent imperfections in the cement treatment which would allow groundwater seepage through permeable / uncemented zones of sand. In general, the planned secant pile / DSM program will proceed as follows:  Secant piles (3-feet-diameter or per designer recommendations) will be installed along property lines and overlapped to form a cutoff to horizontal groundwater flow and provide 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 4 of 39 Newport Beach, California temporary shoring during basement level construction – the planned secant piles will utilize higher strength cement mix and steel reinforcement (i.e., H-Beams);  Interior soilcrete columns (6-feet-diameter or per designer recommendations) will be installed through the interior pad areas utilizing a lower strength cement mix to enhance excavatibility during construction – the resulting interior soilcrete columns serve to mitigate liquefaction and groundwater intrusion from below the treatment zone. Once installation and curing of the secant piles and interior soilcrete columns is complete, excavations will be performed to accommodate mat slab / basement retaining wall construction. SCOPE OF WORK The scope of work for this preliminary geotechnical investigation and engineering geologic evaluation included:  Review and analysis of provided documents, available published geologic reports / maps, vintage topographic maps, and historic air photos for the site and vicinity;  Field subsurface exploration consisting of: o Two (2) hand-auger borings (HA-1 and HA-2) excavated to depths of 5.3 and 10.5 feet, respectively; o Three (3) hollow-stem auger borings (B-1, B-2, and B-3) excavated to depths of 14 feet below existing site grades using a limited-access, track-mounted drill rig; o Six (6) solid-stem auger borings (B-4 through B-9) excavated to depths of 15-30 feet below existing grade using a limited-access, tripod-mounted drill rig; and o Associated soil sampling and logging by our geologist / engineer.  Installation / monitoring of one (1) temporary, 14-feet-deep monitoring well installed in the driveway (Boring B-3) to record groundwater fluctuations with time;  Laboratory testing of selected soil samples obtained in the field, including moisture / density, direct shear, maximum density, sieve, consolidation, and sulfate;  Geologic / geotechnical evaluation and analyses of the findings relative to the currently proposed structure, including geologic hazards;  Seismic hazard analysis including liquefaction and formulation of seismic design parameters; and  Preparation of this report, presenting a summary of our field findings, laboratory test results, and geotechnical recommendations for grading, foundation design, and overall construction. Boring locations are shown on Figures 2 and 3 (attached); Logs of Geotechnical Borings are 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 5 of 39 Newport Beach, California included in Appendix A; and Laboratory Test Results are included in Appendix B. GEOLOGY Regional Geologic Setting The Los Angeles and Orange County coastal areas are adjacent to what is referred to as California’s "Continental Borderland" geomorphic province – representing an area of transition between continental and marine environments that adjoin the southern Los Angeles Basin (LA Basin; Figure 4, below). Over the past 20 million years of geologic time, tectonic development of the southern San Andreas Fault Zone (SAFZ) and other major faults of the southern San Andreas Fault System has broken the southern California landscape into three (3) major geomorphic provinces (i.e., Transverse Ranges to the north; Peninsular Ranges to the south and east; and Continental Borderland to the southwest). The LA Basin, a major structural depression / tectonic pull-apart / sedimentary basin, forms the join between these provinces and began developing during early to middle Miocene time (15-20 million years ago). The LA Basin initially formed an offshore, deep-marine environment that served as a depocenter for marine sediments being shed from the continental mainland to the north and east. Extensional block- faulting and volcanism during that time created a trough-like graben that deepened with time and continued to infill. During Pliocene time (3-5 million years ago), the region began to transtend (pull-apart, shear, and rotate) as the southern SAFZ began evolving into a major right- lateral transform fault between the North American and Pacific tectonic plates of the earth. Within the last 2-3 million years, north-south oriented tectonic compression and associated slip along frontal faults of the central Transverse Ranges have caused rapid uplift and erosion of the Santa Monica and San Gabriel mountains, blanketing / infilling the northern margins of the LA Basin with terrestrial / water-transported sediments. Throughout Pleistocene time, over the last 1-2 million years, deformation and growth-faulting along the Newport-Inglewood / Rose Canyon Fault Zone (NIRCFZ; Figure 4) has formed a series of topographic ridges / transpressional uplifts that disrupted / impounded marine and terrestrial sediments deposited by the ancestral Santa Ana, Los Angeles, and San Gabriel river systems. The boundaries of the Borderland changed as sediments continued to prograde outward and fill the trough-like LA Basin. Coupled with regional tectonic uplift of the coastline, this caused the Pacific Ocean to regress, displacing the shoreline southwestward. Antecedent drainages / water-gaps also developed as ancient river systems incised / cut across the Newport-Inglewood uplift. Today, the boundaries of the Borderland and southwestern LA Basin are delineated by the onshore and offshore segments of the NIRCFZ, which bounds the Borderland to the northeast and juxtaposes Catalina Schist basement rocks of the Borderland against granitic / metamorphic basement rocks of the Peninsular Ranges at depths on the order of 10- to 20-thousand feet below the surface. The project site is located in the coastal zone of Newport Beach, near the mouth of the modern Santa Ana River and NIRCFZ’s intersection with the coastline. Onshore, the NIRCFZ continues northwest as the Newport-Inglewood Fault Zone – a major / historically active fault line believed to be the causative fault in the 1933 Magnitude (Mw) 6.4 Long Beach Earthquake. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 6 of 39 Newport Beach, California Figure 4. Map of Local Geomorphic Provinces, Regional Fault Lines, and Related Landforms including: Peninsular Ranges (orange), Continental Borderland (blue), and Transverse Ranges (green); the San Andreas (SAFZ; red line), Newport-Inglewood / Rose Canyon (NIRCFZ; red line), San Jacinto (SJFZ), Elsinore (EFZ), Santa Monica (SMoFZ), and Sierra Madre (SMFZ) fault zones (orange lines). The project site (yellow star) is located along the southern margin of the Los Angeles Basin (LA Basin; yellow), a geomorphic sub-province forming the “join” between the three major provinces. The San Joaquin Hills (SJH; dashed, white outline) represent the uplifted southeastern extension of the LA Basin. County lines shown in blue with the project site located in Orange County. Surficial Geology / Geomorphology / Site History Pre-Development History (1896) The project site is located near the “Wedge” of Balboa Beach and southeastern terminus of Balboa Peninsula – approximately 4.8± miles southeast of the modern Santa Ana River Channel, 400± feet inland of the Pacific Ocean / modern coastline, 1,000± feet westerly of the Newport Harbor inlet channel, and 1,400± feet northwest of the Wedge and Newport Harbor Jetty. Review of historic topographic maps dating back to 1896 (Figure 5, below) indicates that the immediate vicinity of the site previously occupied the historic southeasterly terminus of Balboa Peninsula – a late Holocene-age sand spit / bar / barrier beach created by the Santa Ana River (SAR) and its interaction with the coastline. Throughout latest Holocene time (the last 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 7 of 39 Newport Beach, California 2- to 3 thousand years or so) discharge of terrestrial sediments from the SAR and other local sources along the coast have been transported by wave-driven longshore currents, littoral drift, and wind-blown / eolian sedimentation, creating the coastal beaches of southern California. Historically, the site also appears to have straddled the intertidal estuary of Newport Bay and its “natural” inlet at the southernmost end of the peninsula. Note that the location of the site shown on Figure 5 is approximate, and appears to indicate that the site is likely located in an area previously occupied by a bar mouth and cross-cutting, intertidal channels of the Santa Ana River / Newport Bay. Figure 5. U.S. Geological Survey September 1896 Edition of the Santa Ana Sheet (1:62,500 Scale, 25- foot contour interval) topographic map showing approximate location of project site (green bullseye) on historic Balboa Peninsula, adjacent to Newport Bay (image from Google Earth overlay; site location is approximate; north is up; not to scale; for illustrative purposes only). Early Historic Development (1927) Beginning in the late 1890’s / early 1900’s, the tidal mudflats of Newport Bay were dredged and reconfigured to create Newport Harbor. Review and analysis of historic air photos indicates that the site itself occupies ground that did not exist in 1927 (Figure 6, below) and was essentially open-water just offshore of the peninsula. The ground that currently supports the site / vicinity is understood to be comprised of littoral beach sand that accumulated following construction of the Newport Harbor Jetty – forming the “Wedge” of Balboa Beach. In general, the southerly terminus of Balboa Peninsula represents a quasi-natural / man-made, historic landform that was created through a combination of naturally occurring coastal sedimentation processes (i.e., 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 8 of 39 Newport Beach, California wave erosion and longshore drift), eolian / wind-blown sedimentation, and placement of man- made fills that likely include soils dredged from the adjacent Newport Harbor inlet channel. Evidence of man-made fills includes the presence of inferred / buried rip rap encountered in our exploratory borings (B-1, B-2, and B-3) at depths of 11-14± feet below the existing residence driveway at approximately El. -1 to +2 feet NAVD 88. This inferred rip rap is understood to be representative of imported materials (grouted boulders, rock aggregate, concrete, etc.) used in the construction of the nearby Jetty and/or a historic rail line. It is possible that the rip rap was placed by accident and/or on purpose as part of a temporary revetment intended to stabilize the shoreline following an apparent, possibly storm- and/or tide-related scour event. This inference is supported by the appearance of an erosional scour and deflection in the 1927 shoreline shown in yellow on Figure 6 (below). The inferred rail line also appears to have been disrupted by the 1927 scour event. This rail-line likely facilitated transport of raw materials (rip rap, cement, aggregate, concrete, etc.) to and from the Jetty during construction, and may have been supported by materials of similar character. Figure 6. Historic Air Photo from 1927 showing site location (green bullseye) and shorelines from 1927 (yellow), 1935 (green), and the modern shoreline (red) which became established by approximately 1942. Air photo was approximately georeferenced using Google Earth and is not to scale. North is diagonally up and to the left, subparallel to the Newport Harbor Jetty (right-hand side of photo). All lines, limits, and locations are approximate and for illustrative purposes only. Based on the above, the shoreline of Balboa Beach near the site expanded southward by approximately 230± feet between 1927 and 1935, and an additional 300± feet between 1935 and 1942. This expansion appears to coincide with the extension of the Newport Harbor Jetty by as much as approximately 600± feet, forming the “Wedge” of Balboa Beach. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 9 of 39 Newport Beach, California Early to Middle Historic Development (1932-1942) Development throughout Balboa Peninsula (in the form of Balboa Avenue, intersecting cross- streets, and sparse residential construction) is apparent as early as 1932. In 1935 (Figure 7, below), development of Balboa Peninsula overall appears to have been underway, with various cross-streets, side streets, and residential housing in place along Balboa Avenue. However, development near the site, at the end of the newly established peninsula, appears to be limited. By 1935, the shoreline nearest the project site appears to have expanded southward by approximately 230± feet relative to 1927, creating at least part of the land that currently supports the site / existing residence. Subsequent topographic mapping available from 1942 indicates that the overall shoreline had expanded an additional 300± feet (Figures 6, above; Figure 8, below) and became established relative to its modern configuration. An additional factor in establishing the modern shoreline and local vicinity of Balboa Beach near the Wedge is the inferred placement of dredged sand to raise the elevation of the beach fronting the rear of the project site, elevating it as much as 8± feet higher (El. 18-19± feet) relative to other areas throughout Balboa’s main stretch to the northwest, commonly at El. 10-11± feet NAVD 88. Figure 7. U.S. Geological Survey September 1935 Edition of Santa Ana Sheet (1:31,680 Scale, 5-foot contour interval) topographic map showing approximate location of project site (green bullseye) south of Balboa Avenue and Newport Harbor (image from Google Earth overlay; site location is approximate; north is up; not to scale; for illustrative purposes only). 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 10 of 39 Newport Beach, California Figure 8. U.S. Geological Survey September 1942 Edition of Santa Ana Sheet (1:62,500 Scale, 25-foot contour interval) topographic map showing approximate location of project site (green bullseye) south of Balboa Avenue and Newport Harbor (image from Google Earth overlay; site location is approximate; not to scale; for illustrative purposes only). Shorelines from 1927 (yellow), 1935 (green), and the modern shoreline (red) which became established by approximately 1942 are also shown. North is diagonally up and to the left, subparallel to Newport Harbor Jetty. Early to Middle Historic / Modern (1948-Present) An air photo from 1948 (Figure 9, below) indicates that the site itself was originally developed and occupied by previous a residence that has since been demolished and replaced by the existing residence onsite (Figure 10, below). Based on our discussions with the current owners and limited review of vintage architectural plans for the existing residence, it is our understanding that demolition of the previous residence and replacement with the existing residence took place in the early 1980s. In terms of shoreline development and change, the 1948 air photo appears to show the site during a constructional phase of shoreline development that took place in May of that year. Comparison of the modern shoreline configuration with that shown in Figure 9 indicates that the shoreline may have prograded / expanded southward by as much as 100± feet in that season relative to the modern shoreline shown in Figure 10. In general, the modern shoreline is understood to be relatively stable, but subject to similar advances and retreats driven by astronomical tides, storm activity, man-made influences, and general fluctuations in sediment load. The Wedge itself has formed within the groin of the Newport Harbor Jetty, representing a zone of accumulation which is stabilized by longshore 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 11 of 39 Newport Beach, California currents / sediment capture, early establishment of the elevated beach and associated eolian deposits, and placement of man-made fills, and shoreline protection / restoration practices. Figure 9. Historic air photo from May 1948 showing site (green bullseye) occupied by a previous residence structure. Shorelines from 1927 (yellow), 1935 (green), and modern shoreline (red) are also shown. Note that shoreline in 1948 appears to be in a constructional phase, extending beyond the limits of the modern shoreline which is located approximately based Google Earth aerial imagery dated January 22, 2020. Residence shown in photo is understood to have been demolished in the early 1980s and replaced by the existing residence currently occupying the site. North is up and to the left. All lines, limits, and locations are approximate and for illustrative purposes only. Figure 10. Google Earth image dated January 22, 2020 of existing residence site / vicinity with shorelines as shown in Figure 9. Scale is approximate. North is up and to the left. All lines, limits, and locations are approximate and for illustrative purposes only. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 12 of 39 Newport Beach, California Local Geologic Units and Occurrence According to geologic mapping by Morton and Miller (Reference No. 2; Figure 11, attached), the site is shown as being underlain by Quaternary very young eolian deposits (Qe) and Quaternary very young marine deposits (Qm) of late Holocene age. The eolian deposits are described as being comprised of unconsolidated / fine-grained sand and silt derived from recently active, coastal sand dune deposits occurring in the Newport Beach area; the marine deposits are described as, “unconsolidated, active or recently active sandy beach deposits along coast”. In general, for the purposes of this study, native sediments underlying the site are designated as Quaternary beach sand (Qb), representing a combination of native eolian and marine deposits. These soils intermingle with shallow / locally-derived / undifferentiated fills of similar character. Fill soils, where present, likely occur in the upper 3-5 feet and are generally similar to / reworked from the local native beach sands. The deposits directly underlying the site to depths of approximately 15-20± feet below ground surface are understood to be historic, quasi-natural deposits of littoral sand and possible dredge fills established during the early 1900’s during the development and expansion of Balboa Peninsula and the Newport Harbor Jetty. An additional 5-6± feet of historic fills and/or native eolian deposits are present at the rear of the property, accounting for the 5-6± feet higher elevation difference between the north and south sides of the property and alleyway / beachfront, respectively. Below these historic deposits are similar marine deposits of littoral sand and shell hash deposited during the early to middle Holocene and perhaps latest Pleistocene (when sea level was significantly lower), extending to depths of at least 50 feet. GEOTECHNICAL INVESTIGATION Field and Laboratory Investigation On June 18, 2021, two (2) hand-auger borings (HA-1 and HA-2) were advanced through a corehole in the existing garage slab and rear planter located at the southwest corner of the property, respectively. Subsequently, on June 21, 2021, three exploratory borings (B-1 through B-3) were drilled to refusal at depths of approximately 14 feet below the existing driveway using a limited-access, track-mounted, hollow-stem auger drilling rig. An additional series of borings (B-4 through B-9) were advanced through coreholes in the garage slab, living room slab, and rear patio using a limited-access, solid-stem tripod rig. Soil samples were obtained at selected depths and transported to the laboratory for testing. Laboratory testing was performed on representative soil samples obtained during the field exploration to determine geotechnical properties of the site’s subsurface materials. A temporary monitoring well was installed in Boring B-4 and generally consisted of 2-inch- diameter solid and slotted Sch 40 PVC well casing, No. 3 sand filter pack, bentonite annular seal, and 8-inch well cover. The logs of our geotechnical borings and monitoring well construction are included in Appendix A. Laboratory test results are included in Appendix B. Boring locations are shown on the attached Figures 2 and 3 (attached). 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 13 of 39 Newport Beach, California Existing Subsurface Conditions Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) Based on the findings of our subsurface exploration and local experience, soils underlying the site are predominately sandy and are assigned herein as being representative of Quaternary beach sand (Qb) and undifferentiated, historic / locally-derived fills of similar character. In general, soils encountered in B-1 through B-9 consisted of historic / locally-derived / undifferentiated fill soils underlain by Quaternary beach sand grading from loose to medium- dense within approximately 10-15± feet of the surface and medium-dense to dense below. Our local experience indicates that native soils generally become dense to very dense at depths below approximately 20-25 feet. The sands are predominantly quartz-rich, fine- to medium- grained, subrounded to subangular, and poorly-graded, containing local concentrations of coarse sand and/or sea shell fragments. Groundwater was initially encountered in B-1, B-2, and B-3 at depths of approximately 7.5± feet below ground surface or El. 6± feet above NAVD 88. Zone of Inferred / Buried Rip Rap As shown on Figures 2 and 3 and described in Appendix A, an apparent zone of buried rip rap was encountered in Borings B-1, B-2, and B-3. This zone of inferred rip rap precluded further advancement of our borings and occurred beginning approximately between 11 and 14 feet below the existing driveway surface or between approximately Elevation -1 and +2 feet above NAVD 88. As described in the Surficial Geology / Geomorphology / Site History section of this report, this zone of inferred rip rap is interpreted as being representative of early-1900s era, imported rip rap used to construct the nearby Newport Harbor Jetty (the “Jetty”), local rail line, and/or possibly a local revetment used to stabilize the shoreline following storm activity and scour apparent in 1927. Samples obtained from the zone of rip rap encountered in B-1/B-2 consisted of cemented chunks of concrete / Portland cement, sand, fine to coarse gravel, and cobbles. In B-3, a drive sample obtained at about 14 feet consisted of intact, medium-grained, very hard / “fresh” granitic rock. Visual assessment indicates that the sample obtained was likely diorite to quartz diorite in composition with approximately 40-50 percent (%) mafic mineral grains (likely amphibole and minor biotite, with or without pyroxene). The sample was also noted to be equigranular, containing white to translucent / euhedral plagioclase with possible minor quartz and amphibole / biotite with or without pyroxene. In terms of its general character, the rock sample is consistent with abrasion-resistant, boulder-sized rip rap that would have likely been used around 1927 to construct the Jetty, rail line, and/or temporary revetment. As illustrated on Figure 2, the exact size / extent of the rip rap is currently unknown, but borings B-4 through B-7, B-8, and B-9 were drilled to depths of 30 feet, 25 feet, and 15 feet, respectively, without refusal; borings HA-1 and HA-2 were advanced to depths of approximately 5.3 feet and 10.5 feet without refusal, implying the absence of subsurface rip rap throughout the southeasterly two-thirds of the property. Based on review and analysis of the 1927 air photo shown on Figure 6, depth / elevation at which the rip rap was encountered (below mean sea 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 14 of 39 Newport Beach, California level and near the level of mean lower low water – i.e., El. -1 to +2 NAVD 88), and distance offshore between the site and 1927 shoreline (estimated at 40-50 feet), it is inferred that this zone of rip rap is either a localized condition (perhaps placed by accident), represents the southernmost extent of a temporary / historic revetment, and/or collapsed material associated with the historic rail line and 1927 scour event. Rip rap may occur at other locations / depths not explored. HYDROGEOLOGY / GROUNDWATER General Hydrogeologic Overview Soils underlying the site are understood to consist of Quaternary-age beach sand to depths of at least 50 feet or more, with groundwater occurring at depths of approximately 4-13± feet below existing site grades. Groundwater is unconfined and understood to be essentially salty (saline) ocean water. Based on previous subsurface investigations for the site and other neighboring sites, there are understood to be no confining layers (aquicludes / aquitards) below the site to a depth of at least 50 feet. Groundwater below the site is understood to be in open- communication – vertically, horizontally, locally, and regionally – with the Pacific Ocean and Newport Harbor. This communication is facilitated by the presence of relatively continuous, sub- horizontally layered, moderate- to high-permeability, fine- to medium-grained and locally coarse- grained sand horizons / lenses that comprise the native soils of Balboa Peninsula. Groundwater Levels / Fluctuations Tidal fluctuations of the Pacific Ocean and Newport Harbor affect groundwater levels by inducing hydraulic gradients toward the ocean/harbor and away from the site during low tide conditions, and away from the ocean/harbor and toward the site during high tide conditions. Our recent groundwater monitoring for the period of June 21st, 2021 through December 10th, 2021 indicates that groundwater elevations range between approximately +4.5 to +6.7 feet (NAVD 88) following low-low tide (e.g., -1.2 feet) and high-high tide conditions (e.g., +6.0 feet), respectfully. However, actual groundwater levels may vary slightly from these estimates due to, among other things, apparent changes caused by barometric pressure variations over the monitoring period, which can introduce errors generally on the order of no more than about 0.1 feet and not more than about 0.3-0.4 feet (the upper bound range of variability in atmospheric pressure over the entire monitoring period). A graph summarizing our observations and recorded water levels over the monitoring period is attached as Figure 12 and we note that our manual water level readings were within 0.1 feet of the water levels predicted based on the transducer data, tied to the different manual readings. For planning purposes, water levels may be expected to vary between approximately +5 and +7 feet above NAVD 88 – conservatively accounting for possible measurement errors caused by barometric pressure variations which would affect the transducer data. It should also be noted that these estimates are based on limited data obtained during the above referenced monitoring period and actual levels may occur outside the range reported. Nonetheless, the estimates provided herein are considered reasonable relative to the available data and intended use. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 15 of 39 Newport Beach, California SEISMIC HAZARDS General Seismic hazards are typically categorized into two hazard classes, primary and secondary. Primary seismic hazards are those directly related to a seismic event and include surface rupture and strong ground motion due to regional earthquakes / fault lines. Secondary seismic hazards are functions of the primary hazards and include responses of the local ground to seismic shaking from liquefaction, lateral spreading, earthquake-induced landslides, etc. Additional hazards associated with coastal settings and open water bodies include tsunamis and seiche. Risks to the project site and proposed development associated with these earthquake-related hazards are described below. Surface Rupture and Strong Ground Motion There are no known active fault traces mapped across the project site and the site is not located in an Earthquake Fault Zone of Required Investigations. The nearest zoned active fault is located approximately 7 miles northwesterly of the subject site. However, as shown on Figure 13 (attached), the site is located approximately 0.85 miles northeast of the offshore, “presumed active” North Branch of the Newport-Inglewood Fault Zone (NIFZ) designated by the City of Newport Beach. Another “presumed active” splay of the NIFZ is also mapped offshore approximately 0.57 miles south of the site. For the purposes of this study, we consider these strands of the NIFZ potentially active and capable of producing localized ground cracking and/or displacement of the relatively young, Holocene-age sediments that encompass the local offshore region. Onshore, the NIFZ is shown intercepting Balboa Avenue approximately 2 miles west-northwest of the project site, implying that disruption of major utility and transportation corridors is also possible during a major earthquake / rupture event along the NIFZ. However, with regards to the site itself, onsite effects would likely be limited to far-field deformation (e.g., uplift, subsidence, translation, etc.). In general, risk of onsite, fault-related ground rupture is considered unlikely and potential risks related to offsite ground rupture include disruption of utilities and transportation routes intersecting active strands of the NIFZ. Strong ground motion as a result regional seismic activity will undoubtedly occur in the future and affect the project site via seismic shaking. The Newport-Inglewood Fault is the nearest active fault and believed to be the causative fault in the 1933 magnitude (Mw) 6.4 Long Beach Earthquake which reportedly caused severe ground shaking (Modified Mercalli Intensity VIII) and moderate to heavy damage to structures in the local area according to the California Department of Conservation (https://www.conservation.ca.gov/cgs/earthquakes/long-beach), based on the work of Barrows (1970, Reference 3), Trifunac (2003, Reference 4), and others. Risks associated with seismic shaking and strong ground motion are considered moderate to high but can be mitigated / reduced through appropriate geotechnical / structural design and construction practices. Seismic design parameters based on ASCE 7-16 are included in Appendix C. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 16 of 39 Newport Beach, California Liquefaction and Lateral Spread Liquefaction is a phenomenon in which saturated, cohesionless or low-cohesion soils temporarily lose shear strength during relatively severe earthquake ground motions. Liquefaction has potential to adversely affect buildings, utilities, roads and other man-made structures due to a loss of foundation support during the event. In general, saturated / predominately granular soils tend to compact and decrease in volume when subjected to strong ground motion, resulting in an increase in pore water pressure if drainage is impeded. If the pore water pressure becomes equivalent to the overburden pressure, the effective stress becomes zero and, consequently, the soil loses its strength and is considered to be in a liquefied state. Factors known to influence the potential for liquefaction include soil type and depth, grain-size, relative density, groundwater level, degree of saturation, and both the intensity and duration of ground shaking. According to the California Geological Survey’s web-based application (EQ Zapp), the site is located in a liquefaction hazards zone of required investigations. The subject site is underlain by sandy materials, shallow groundwater, and is in an area of high seismic exposure resulting from large earthquakes on the Newport-Inglewood Fault Zone and other regional fault lines. Based on USGS Seismic Hazard data, a site-modified peak ground acceleration (PGAm) of 0.722 g, factored deterministic acceleration value (PGAd) of 1.056 g, and a maximum earthquake magnitude of 7.5 (no magnitude scaling factor applied) were used in our analysis. Liquefaction analyses and assessment for the project site took into account the SPT blow count data recorded during the field exploration drilling, soil profile / ring densities, highest anticipated groundwater levels, review of available geotechnical reports in the vicinity of the site, and computerized analyses based on the methodology presented by Seed and Idriss. Based on the results of liquefaction analysis, and our local experience with other nearby sites along the peninsula, potential dynamic settlement for the existing site soil conditions under a major seismic event could be on the order of approximately 2-3 inches occurring in the upper 15-20 feet. These dynamic settlements are expected to occur over a large area. Liquefaction analysis is included in Appendix D. Lateral Spread Lateral spreading is defined as the finite lateral displacement of gently sloping ground as a result of pore pressure build-up / liquefaction in a shallow underlying deposit during an earthquake. Liquefaction induced lateral spreading under a major seismic event can also occur for nearly level ground sites with a free-face condition (e.g., channel or harbor). In general, the degree of / potential for lateral spreading decreases with distance away from free-face / sloping conditions. Confining layers with low permeability can increase the potential for liquefaction if they impede subsurface drainage / pore pressure dissipation of underlying, saturated sand layers with lower relative density. Based on available subsurface information and interpretation of the site’s geomorphology, the potential for adverse lateral spreading occurring at the site is considered relatively low 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 17 of 39 Newport Beach, California compared to other areas within and around Newport Harbor. The site is located 1,000± feet westerly of Newport Harbor and its inlet / outlet channel, and 415± feet inland of the Pacific coastline; groundwater occurs within approximately 4-13 feet of the surface; and there is potential for liquefaction occurring at relatively shallow depth. However, the local area is relatively flat-lying and appears to occupy the quasi-natural / post-development portions of Balboa Peninsula which were essentially grown as part of the Wedge by accumulation of littoral sand and placement of rip rap and dredged sand to construct the rear elevated portions of the beach south of the site. It is worth noting that Barrows (1970, Reference 3), in his review of reported “surface effects” associated with the 1933 Mw 6.4 Long Beach earthquake, made no references to liquefaction / lateral spreading occurring along Balboa Peninsula. Nonetheless, the potential for liquefaction / lateral spreading cannot be ruled out, making it a low to moderate risk associated with the site / vicinity, particularly in association with larger magnitude earthquakes on the NIFZ. Potential effects may include localized ground lurching / minor lateral displacements as a result of acute liquefaction phenomena (e.g., sand boiling) at shallow depth, distributed over a large area. Earthquake-Induced Landslides Review of published geologic mapping and the California Geological Survey’s web-based application (EQ Zapp) indicates that the subject site is not identified as being in an earthquake- induced landslide hazard zone. The site itself is flat-lying and there are no slopes nearby which would be considered susceptible to any meaningful instability that would affect the site. Considering the above, the potential for earthquake-induced landsliding affecting the site is considered nil. Tsunami Topographic and regional maps indicate the subject site is approximately 415± feet inland of the Pacific Ocean and 1,000± feet westerly of Newport Harbor. The site sits at an estimated elevation of 13-18± feet above NAVD 88 and the Tsunami Inundation Map for Emergency Planning, Newport Beach Quadrangle, prepared by the California Emergency Management Agency, California Geological Survey, and University of Southern California (2009, Reference 5) indicates that the site is within an area identified as having the potential for tsunami inundation under a major seismic event occurring in the adjacent offshore region as result of local faulting, submarine landsliding, and/or more distal, subduction-related faulting around the pacific rim. Based on the above, there is potential risk of inundation due to a tsunami event from known sources in the Pacific Ocean. Seiche Seiche is defined as a standing wave oscillation effect generated in a closed or semi-closed body of water caused by wind, tidal current, and/or earthquake. Seiche potential is highest in large, deep, steep-sided reservoirs or water bodies. The site is not near any significant pools, lakes, reservoirs, or similar, is 1,000± feet from Newport Harbor and 415± feet inland of the 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 18 of 39 Newport Beach, California Pacific Ocean. Given that, the potential risk of seiche-related effects from existing water bodies is considered low. COASTAL FLOODING HAZARDS In general, coastal flooding hazards can occur in association with astronomical high tides and/or exceptional storm events which can overwhelm storm drains and cause localized flooding as a result. Given that, the project site may be prone to localized flooding during such events and this should be accounted for in design and construction. Coastal flooding hazards specific to the site in association with sea level rise, wave run up, and shoreline change are addressed under separate cover as part of our forthcoming coastal hazards report for the project. HYDROGEOLOGIC HAZARDS AND CONSIDERATIONS Overview Site excavations will extend approximately 9-14 feet below existing site grades and approximately 1 to 3 feet below the water table – which varies as a result of tidal fluctuations that occur over periods on the order of 3-5 hours and up to about 9 hours or more, with long- term fluctuations occurring based on lunar tides (i.e., spring and neap tides occurring throughout the month) and perigean tides (occurring 3-4 times throughout the year). With regards to temporary site dewatering, the secant pile / DSM program is intended to cement the sands into nearly impervious soilcrete to minimum depths of 23-38 feet below existing ground surface, eliminating the need for site dewatering. However, local imperfections in the cement treatment may conduct groundwater and may require secondary treatment by the ground improvement contractor. The potential groundwater intrusion and other potential hazards will increase as overburden is removed and excavations progress further below the water table / potentiometric surface of hydrostatic head. Hydrogeologic hazards considered herein include the potential for buoyant uplift, seepage forces, and soil piping. Our evaluation of these hazards is described in further detail below. Buoyancy / Uplift / Heave Buoyancy can cause uplift / heaving of excavation bottoms when hydrostatic head pressure (uplift) exceeds the weight of overburden (soil cover). The proposed soilcrete subgrade materials are estimated to achieve a dry unit soil weight of approximately 100 pounds per cubic foot (pcf), while the unit weight of seawater is approximately 64 pcf – this means that 6.4 feet of overburden (soilcrete cover) is required to resist 10 feet of hydrostatic head pressure (uplift) for a factor of safety of 1, and any uplift pressure exceeding that would theoretically cause the excavation bottom to heave. Given the currently planned depths of excavation (1 to 3 feet below the water table) and planned minimum soilcrete thickness below the excavation bottom (14 feet), temporary factor of safety against uplift relative to the proposed rough grade pad elevation (+4.00 feet) is estimated at about 1.29 (assuming hypothetical high water table elevation of +7 feet). To maintain a factor of safety of 1.25 against buoyant uplift, approximately 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 19 of 39 Newport Beach, California 13.6 feet of soilcrete cover would need to be maintained. Note that these factor of safety estimates are conservatively based on one-dimensional, instantaneous values that would only develop if the excavation overburden were removed instantaneously. Actual factors of safety would increase significantly when accounting for staging / timing of the excavation work relative to astronomical tides and related groundwater fluctuations, 3-dimensional effects associated with the geometry of the excavation, thickness of the secant piles / adjoining overburden, and friction between the secant piles and adjacent soil outside the excavation. Additional overburden imparted by the perimeter secant piles and cohesion afforded by cementation of the soilcrete are also mitigating factors in resisting buoyant uplift. Seepage Forces and Uplift Seepage forces, with regards to the above, are additional uplift forces that can develop as a result of vertical / upward groundwater seepage. Seepage forces can be viewed as frictional dragging forces between flowing groundwater and soil particles calculated as the product of hydraulic gradient (feet of head loss per unit distance) and unit weight of seawater (64 pcf). In the context of the scenarios describe above, vertical hydraulic gradients that may develop as a result of groundwater seepage / underflow through hypothetical imperfections in the soilcrete (assuming a +7 feet hypothetical high water table elevation) could approach a theoretical / instantaneous vertical gradient of 0.21 feet/foot (ft/ft) at the planned +4.00 feet pad elevation. Given that, estimated seepage forces on the order of 13.4 pcf would be expected (assuming a theoretical worst case of +7 feet groundwater elevation and one-dimensional / instantaneous removal of overburden in absence of dewatering). With respect to the proposed soilcrete / DSM program, seepage would generally occur through localized imperfections in the soilcrete and impart forces on the overburden (pervious sand seams) that can uplift and dislodge soil particles near the surface of the excavation. Seepage Forces and Soil Piping Soil piping is a phenomenon caused by steep hydraulic gradients and high rates of groundwater seepage. As described above, groundwater seepage imparts a drag force (seepage force) on the soil media through which it permeates. When groundwater seepage exits a free-face, soil particles nearest the face can be mobilized if the hydraulic gradients / seepage forces exceed a certain threshold. In the case of groundwater seepage through vertical or near-vertical, hypothetical seams / pipes of uncemented sand occurring in the planned soilcrete prism, soil piping is a significant hazard that can cause uncemented sands to mobilize near the surface of the excavation and erode internally downward as material continues to be displaced by seepage / groundwater flow. Uncontrolled seepage / soil piping can also cause rates of seepage to increase as material is displaced and made less restrictive to flow. The theoretical basis and methods of evaluating the potential for / magnitude of soil piping are relatively complex. A common criterion used is the ratio of submerged unit weight of the soil in question and unit weight of water – which yields the critical hydraulic gradient at which soil piping could potentially occur. In the case of residual, uncemented, hypothetical sand seams / pipes, using the submerged unit weight of soilcrete (36 pcf - similar to that anticipated for native 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 20 of 39 Newport Beach, California sands below the site), divided by the unit weight of seawater (64 pcf), yields a critical hydraulic gradient of 0.56 feet per foot (ft/ft). Based on an estimated hydraulic gradient of 0.21 ft/ft, factor of safety against soil piping for the proposed temporary excavations (assuming there were any continuous / throughgoing imperfections in the soilcrete) is estimated at 2.7 – a conservative estimates based on high-groundwater conditions and the presence of hypothetical, through- going sand seams. GEOTECHNICAL CONSIDERATIONS The major geotechnical factors that should be considered during project design include the following: 1. Presence of relatively loose sands occurring in the shallow subsurface and saturated sands / groundwater at general depths of 4-13± feet below ground surface – site dewatering would be required for a conventional remedial grading scheme. However, the remedial grading efforts currently planned will include the use of secant piles and deep soil mixing (soilcrete). Based on previous discussions with design-build ground improvement contractors for the soilcrete, dewatering will not be required. 2. Potential soil disturbance resulting from the demolition of the existing residence and ancillary elements. 3. Static settlement due to foundation / improvement loading and dynamic settlement resulting from earthquake-induced liquefaction and shallow dry sand settlement. 4. Below-grade excavations required to facilitate subterranean level construction proximal to adjacent property lines and below existing groundwater levels – requiring appropriate shoring, waterproofing, and ground stabilization during and following construction. 5. High ground accelerations / seismic shaking may be experienced at the site as a result of local and/or regional earthquakes during its design life – therefore, the proposed structures should be designed and constructed to the prevailing standards and seismic design requirements. 6. The potential presence of buried rip rap within the proposed secant pile / soilcrete prism, requiring post-demolition exploration and screening to verify clearance. 7. Corrosion potential due to the local environment / coastal setting. 8. Engineering geologic considerations including the potential for shallow groundwater, coastal flooding, and other hydrogeologic hazards. 9. Soil exposure issues related to control of external influences on the structure – including water / moisture / vapor, vegetation (landscaping), soil chemistry (i.e. sulfate / pH / corrosivity issues), exposure to rain, weather, and coastal environment. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 21 of 39 Newport Beach, California RECOMMENDATIONS General Based on the findings obtained during our field exploration phase, results of laboratory testing, and our understanding of the currently proposed new residential structure, it is our opinion that the proposed construction is feasible from a geotechnical standpoint, provided that the recommendations included herein and City of Newport Beach grading requirements are incorporated in the design and implemented during construction. Secant Piles / Deep Soil Mixing and Site Dewatering The major geotechnical earthwork challenges from a constructability standpoint are the excavation, shoring, and site dewatering aspects for the planned subterranean level when considering off-site property constraints. To facilitate planned excavations for the subterranean level of construction as well as minimize site dewatering efforts and potential adverse settlement / subsidence effects to off-site development, a secant pile / deep soil mixing (DSM) program has been recommended. This secant pile / DSM program will include reinforced shoring system along property lines and provide in-situ ground improvement to mitigate potential adverse effects due to soil liquefaction. With regards to temporary site dewatering, the secant pile / DSM program is also intended to eliminate the need for site dewatering. A general description of the secant pile / DSM program is provided in the Project Description section of this report and plans and supporting documents will be provided under separate cover by others. Pre-Construction Documentation / Vibration Monitoring / Survey Monitoring The planned construction is to include heavy equipment operations, drilling / deep soil mixing, shoring installation along property line, and other related activities with the potential to generate significant noise, ground vibration, and other effects which may be perceived as potentially adverse. In order to mitigate potential issues related to noise, vibration, shoring installation, etc., a monitoring and mitigation program should be developed and implemented in advance of and during the planned construction activities. As a minimum, the monitoring and mitigation program should include the following components:  Pre-Construction Documentation – The site and neighboring properties (interior and exterior portions) should be photo-documented in advance of the planned construction to provide a baseline for pre-construction conditions and for comparison purposes during and post-construction. G3 can provide these services under separate cover.  Pre-Construction Noise / Vibration Monitoring – Noise and vibration monitoring should be performed in advance of the planned construction to establish normal levels of background noise / vibration. These background levels should be documented and “safe” thresholds should be established for in-construction noise and vibration monitoring. G3 can provide these services and additional criteria under separate cover. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 22 of 39 Newport Beach, California  In-Construction Noise / Vibration Monitoring – Noise and vibrations should be monitored during construction and regulated in accordance with established “safe” thresholds for residential construction. A minimum three monitoring stations (two stationary, one floating) should be established during construction to provide adequate coverage near adjacent properties and ensure that vibration levels do not exceed established thresholds. G3 can provide these services and additional criteria under separate cover.  Survey Monitoring – The planned secant pile shoring system should be monitored for deflection / movement via survey of dedicated benchmarks established at the regular intervals along property line. Baseline readings should be established prior to the start of any excavation work and surveyed at regular intervals following. For planning purposes, weekly surveys should be conducted by a licensed / qualified surveyor to ensure that the pile deflections do not exceed established regulatory thresholds (i.e., not to exceed ½-inch). Additional criteria for this work can be provided under separate cover. Potential Buried Rip Rap and Post-Demolition Verification As shown on Figure 2 and described herein, a zone of inferred / buried rip rap was encountered below the existing driveway. The exact size and extent of this rip rap zone is currently unknown and may occur within the limits of the proposed secant pile / soilcrete prism. In order to verify clearance for the proposed secant pile / DSM soilcrete columns, the ground improvement contractor should perform their own due diligence subsurface exploration following demolition of the above-grade portions of the existing residence to verify sufficient clearance between the soilcrete and potential buried rip rap. This may require the advancement of supplemental borings near the driveway and throughout the property and/or possibly the use of other geophysical methods, following demolition when the site can be accessed by conventional equipment. If rip rap is encountered during the post-demolition phase, design modifications may be required. Considerations for Existing Retaining Walls and Property Line Shoring Installation As shown on Figure 2, there are existing retaining walls at the rear of the garage and within approximately 3 feet of property line. Demolition of these existing retaining walls and installation of the proposed secant piles will need to be carefully coordinated so that excavation sidewalls remain supported. Due to the presence of cohesionless sands, excavation sidewalls should not go unsupported along property. G3 can provide input on means and methods of the contractor upon request. Grading In general, initial earthwork / grading would generally be limited to demolition / removal of the existing residence and improvements and preparation of the existing site surface to provide support for the DSM equipment. Excavation for planned subterranean construction is planned following the installation of secant piles and DSM ground improvement program, with temporary access ramp cut along the northern side of the subterranean level to facilitate access. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 23 of 39 Newport Beach, California Remaining grading would generally be limited to foundation excavation observations, retaining wall and utility line backfill placement and compaction, and precise grading for drainage. Presented below are general grading recommendations relative to site clearing, preparation, excavation, etc. which should be included as part of grading operations, as appropriate. Site Clearing and Preparation a) Site preparation and grading should be made under the observation of the Project Geotechnical Consultant or their representative. b) Proper measures should be implemented during the performance of remedial / precise grading work to protect the work site, particularly excavated areas, from flooding, ponding and inundation due to poor or improper temporary surface drainage. During periods of impending inclement weather, temporary provisions should be made to adequately direct surface drainage, from all sources, away from and off the work site and to provide adequate pumps and sumps to handle any flow into the excavations. c) Prior to the start of the required earthwork and grading, all vegetation, surface trash, debris and other deleterious materials should be removed from areas of planned grading and wasted away from the site. Vegetation removal should include root-balls and attendant root systems. d) Utility laterals / stub outs should also be located prior to grading and flagged. e) Any pipelines or conduits encountered within the zone of planned development that are designated for abandonment should be removed from the construction area and ends cut and plugged according to the applicable Code requirements but not less than 10 feet outside the perimeter of the proposed construction area, or as property line considerations dictate. Non-reinforced concrete or clay pipes may be crushed in-place and incorporated in the fill. f) Alternately, deep hollow lines may be left in place, provided they are filled with concrete. No filled line should be permitted closer than 2 feet from the bottom of footings. g) Local ordinances relative to abandonment of underground utilities, if more restrictive, will supersede the above minimum requirements. Temporary Shoring Secant piles are proposed to provide temporary shoring for subterranean level construction. Presented below are geotechnical criteria for use in secant pile design. Lateral Earth Pressures For secant wall design, the following lateral earth pressures (equivalent fluid pressures) are recommended as a minimum: At-Rest Earth Pressure (*) : 60 pcf At-Rest Earth Pressure (**): 92 pcf 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 24 of 39 Newport Beach, California (*) At-rest earth pressure above potential high groundwater levels. (**) At-rest earth pressure including hydrostatic pressure conditions below high groundwater. The above lateral earth pressures apply to vertical walls and level backfill conditions. Surcharge load effects from existing and anticipated loads (e.g., structures, construction loading and vehicle traffic / parking) should be included in design. Secant Pile and Deep Soil Mixing – Quality Assurance / Quality Control A program of Quality Assurance / Quality Control (QA/QC) for the planned secant pile and deep soil mixing program should be established by the project’s Ground Improvement Design-Build Contractor. G3 can provide additional input and collaboration as needed under separate cover to assist the ground improvement contractor in developing and implementing appropriate QA/QC protocols prior to and during construction. G3 can also provide third-party testing services and observations / testing during construction to appropriately document the subject work and provide input / additional recommendations as needed. It is the responsibility of the contractor performing the work to ensure that work is performed in accordance with the project plans / specifications and the intent of the recommendations provided herein. Excavation Procedures Temporary excavations in untreated site soils 4 feet or deeper should be shored or sloped in accordance with Cal OSHA requirements. Special construction techniques, such as slot cutting, may be utilized if excavations are greater than 4 feet vertical and site constraints preclude use of temporary slope cuts. For subterranean level excavations made within the soilcrete mass, excavation slopes may be made at a 3/4:1 (H:V) gradient. Excavations located along property lines and adjacent to the reinforced secant shoring systems may be made vertical. Care should be taken when excavating along the secant wall to prevent the peeling of soilcrete soil layers – patching or grinding of the exposed excavation face may be necessary to provide a working surface to apply blindside waterproofing, where applicable. A representative of this firm should be present on-site during excavations to verify acceptability of temporary slopes. Acceptability will be dependent upon the soil conditions encountered, excavation depths, construction procedures, and schedule. During site excavation operations and construction, the secant walls should be periodically survey monitored to verify acceptability of the shoring system and enable our office to evaluate need for additional recommendations, as appropriate. Testing and Observations Site preparation, grading, compaction, and backfill operations should be performed under the observation and testing of the Project Geotechnical Consultant. As appropriate, an adequate 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 25 of 39 Newport Beach, California number of field tests should be performed to verify compliance with recommendations presented in this report and local ordinances. If it is determined during grading that site soils require over-excavation to greater depths for proper structural support, this additional work should be performed in accordance with the recommendations of the Project Geotechnical Consultant. Fill materials should be compacted to the minimum 90 percent relative compaction based on the laboratory maximum density determined in accordance with ASTM: D1557. Foundation Recommendations General Presented below are preliminary recommendations for the construction of mat slab foundation systems for residence support and alternative shallow conventional footings for the at grade level of construction when support into and on soilcrete. Mat Foundation Design The proposed residence may be supported on mat foundation bearing on approved soilcrete. A mat foundation distributes structural load across the structure footprint, resulting in more uniform applied pressures to the bearing stratum. The contact pressure distribution beneath the mat is a function of foundation rigidity and the type of bearing material. As indicated in the Project Description section, a preliminary 30-inch-thick mat slab, 3-inch waste slab, and 3-inch protection slab (reinforcement per Structural Engineer and input from waterproofing manufacturer) is proposed below the proposed basement with associated retaining walls. The following geotechnical criteria may be used in the design of mat foundation system founded on the DSM mix for support of the planned residential structure: Allowable Bearing Pressure (1) = 3,000 psf Coefficient of Sub-grade Reaction = 100 pci Mat thickness = Per Structural Engineer Passive Soil Pressure (2) = 300 psf/ft. Friction Coefficient = 0.3 (ultimate) (1) Bearing pressure in shear only for mat foundation supported on soilcrete (DSM) and may be increased by one-third to resist transient loads such as wind or seismic. (2) Passive soil pressure value is for level soil grades adjacent to foundation, with a maximum value not to exceed 2,000 psf. (b) The structural details of the mat foundation such as thickness, reinforcements, concrete strength, etc. should be established by the Project Structural Engineer, 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 26 of 39 Newport Beach, California considering the loading and service conditions. The mat should be adequately reinforced based on structural design considerations and/or Code requirements. (c) Foundation excavations should be observed and approved by the Project Geologist and Geotechnical Engineer prior to the placement of reinforcement or concrete. (d) The mat foundation should be designed to resist both temporary hydrostatic conditions which may develop during construction and post-construction hydrostatic conditions which may develop over the project’s intended design life, considering both temporary in-construction and permanent post-construction foundation loading and hydrostatic uplift pressures. (e) The mat foundation should be appropriately moisture / water-proofed, as recommended hereinafter (Refer to forthcoming Technical Memorandum – Hydrogeologic Evaluation Findings and Dewatering Plan Recommendations for additional information regarding proposed shallow dewatering system under slab and related subgrade preparation). (f) Pad subgrade is to be overlain by 4-inch-thick layer of ¾-inch crushed aggregate, in turn, overlain by Mirafi 140N (double-layer; second layer cross-lapped relative to first; 18-inch min. lapping for all fabric). (g) A 3-inch-thick waste slab (f’c = 4,500 psi min., w:c = 0.45, Xypex) is to be poured on top of 4-inch thick gravel layer and Mirafi 140N to provide flat / smooth surface for waterproofing installation. (h) An additional 3-inch protection slab (f’c = 4,500 psi min., w:c = 0.45, Xypex) is to be poured on top of waterproofing once installation is complete to protect waterproofing during rebar installation and mat slab pour. (i) Mat slab (f’c = 5,000 psi min., w:c = 0.4, Xypex, per Project Structural Engineer) to be poured directly on top of protection slab. Conventional Footing Design Criteria Presented below are preliminary recommendations for the construction of shallow conventional footings for the at-grade level of construction when supported on approved soilcrete mix. Allowable Bearing Pressure (1) = 3,000 psf. Minimum Footing Depth (2) = 18 inches Minimum Footing Width = Per 2019 CBC Passive Soil Pressure (3) = 300 psf/ft., subject to a maximum of 2,000 psf. Friction Coefficient = 0.30 (ultimate) Minimum Footing Reinforcement = For continuous footings, min. four No. 4 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 27 of 39 Newport Beach, California bars, two at top and two at bottom. (1) Allowable bearing pressures may be increased by one-third for short-term loading due to wind or seismic forces. (2) Footing depth is below lowest adjacent soil grade. Footings should be deepened, as necessary, to depth equivalent to existing adjacent foundations. (3) Passive soil pressure value is for level soil conditions adjacent to footings. Ancillary Wall Footing Criteria Shallow conventional footings may be considered for ancillary structures (e.g., free-standing screen walls, etc.) located outside the limits of the soilcrete (DSM) mass, when incorporating additional reinforcing to resist potential differential settlement and provide redundancy to account for potential temporary loss in foundation support under potential liquefaction conditions. A strengthened conventional foundation system would help to mitigate, but not eliminate, temporary loss of foundation support and wall distress due to soil liquefaction. The following criteria may be used in design for these ancillary foundations, when underlain by minimum of 2 feet of engineered compacted fill and extending laterally at least 2 feet beyond the footing edges. Allowable Bearing Pressure (1) = 1,000 psf. Minimum Footing Depth (2) = 24 inches Minimum Footing Width = Per 2019 CBC Passive Soil Pressure (3) = 150 psf/ft., subject to a maximum of 1,500 psf. Friction Coefficient = 0.30 (ultimate) Minimum Footing Reinforcement = For continuous footings, min. four No. 4 bars, two at top and two at bottom. General Foundation Remarks (i) Footing embedment depths should be maintained throughout the life of the structure, and not compromised via erosion softening, digging, landscaping, etc. (ii) Where foundations encroach closer than five (5) feet horizontally from the flow line of drainage swales or percolation features, the footings edges should be deepened sufficiently to maintain the required embedment depth below the adjacent flow line. (iii) Foundation details such as concrete strength, reinforcements, thickness, etc. should be established by the Project Structural Engineer, considering the loading conditions. The recommended foundation embedment, thickness and reinforcements are minimum requirements and should be established by the Project Structural Engineer. More restrictive criteria based on structural design 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 28 of 39 Newport Beach, California considerations or Code requirements shall govern. (iv) Foundation excavations should be observed and approved by the Project Geotechnical Engineer prior to the placement of reinforcement or concrete. Forming of footing excavations may be required. Excavations should be free of slough and debris and thoroughly moisture conditioned prior to placing concrete. (v) Excavated material from footing and utility trenches should not be placed in slab- on-grade areas unless properly compacted and tested. (vi) Isolated pad footings should be structurally tied in at least two orthogonal directions. (vii) Footings should be doweled to the existing floor slab with No. 4 bars at 18 inches on center. (viii) Floor slab-on-grade should be underlain by a moisture vapor retarder, as recommended hereinafter, to mitigate moisture / water vapor intrusion into the structure. Settlement Some structure movement should be expected both during and following construction, even when supported on engineered compacted fill, due to various factors including, but not limited to:  Sequence of foundation and slab loading during construction;  Variation in structural loads along foundation elements;  Variation in underlying soil types with different compressibility indices and subsurface soil profile, and associated primary and long-term secondary consolidation settlements; and  Moisture changes and groundwater due to climatic and non-climatic influences following construction. It should also be recognized that given residential construction tolerances, concrete floor slabs will not be cast perfectly level, and it has been our experience that floors slab elevations may vary by as much as an inch or more. For design purposes and considering the above factors, total settlements for new structure foundations designed and constructed in accordance with the above criteria and supporting loads not exceeding the typical loadings for residential construction are not expected to exceed 1-inch. Potential differential settlements for foundations / slabs are not expected to exceed 1/2 inches across a distance of 30 feet. Ancillary footings located outside the soilcrete zone should be designed to accommodate potential total and differential settlements, under static plus seismic conditions, on the order of 3 inches and 1.5 inches in about a 30 feet distance, respectively. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 29 of 39 Newport Beach, California Retaining Wall Criteria Presented below are lateral earth pressures for the use in design of the subterranean / inset level walls for the planned residence. Lateral Earth Pressures The earth pressure acting on retaining walls depends primarily on the allowable wall movement, type of backfill materials, backfill slopes, wall inclination, surcharges, and any hydrostatic pressure. For inset subterranean level walls, wall movement necessary to develop active earth pressure conditions will not occur and therefore these walls should be considered restrained. The following lateral earth pressures (equivalent fluid pressures) are recommended for the design of basement / restrained walls: At Rest Earth Pressure (*): 60 pcf At-Rest Earth Pressure (**): 92 pcf Seismic Pressure Increment: 23 pcf (*) At-rest earth pressure for that portion of retaining wall extending below highest estimated coastal flooding elevation per the Coastal Hazards Report for the project. (**) At-rest earth pressure including hydrostatic pressure forces. The above lateral earth pressures apply to vertical walls and level backfill conditions. Surcharge load effects from existing and anticipated loads (e.g., structures, construction loading and vehicle traffic / parking) should be included in design. Retaining Wall Backdrainage / Waterproofing Retaining walls should be adequately waterproofed and incorporate a wall backdrainage system during construction to relieve potential hydrostatic pressure buildup behind walls. Preliminary recommendations for retaining wall backdrainage are presented in the Site Drainage / Wall Backdrainage section of this report. Wall Backfill Backfill materials behind walls should consist of predominantly granular, free draining material, and compacted to at least 90 percent relative compaction and near optimum moisture contents. For planning purposes, crushed miscellaneous base is recommended for subterranean level retaining wall backfill. However, we reserve the right to modify our recommendations, as appropriate. Wall Backdrainage Wall backdrainage recommendations specific to the proposed development can be provided by our office, in coordination with the Project Civil Engineer / waterproofing contractor / manufacturer, as the project evolves and during subsequent plan review phases. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 30 of 39 Newport Beach, California Seismic Design Considerations The site, as is all of Southern California, is within a zone of seismic activity. Strong ground motion from an earthquake generated along active faults should therefore be anticipated at this site. The proposed residence should be designed and constructed to the prevailing standards regarding seismic design. Seismic design should be based on current and applicable CBC requirements, as appropriate. Seismic design parameters based on ASCE 7-16 are included in Appendix C. Concrete Slab and Exterior Flatwork The concrete slab design and construction details should be established by the Project Design Engineer. From a geotechnical standpoint, the minimum criteria for slab-on grade are shown below: a) Concrete Driveway Concrete floor slabs should be 6 inches thick (minimum) and should be reinforced with No. 4 bars at 12 inches on center, each way at mid height, and should be structurally tied to the footings. Considerations should be given to providing grade beam connections, keyed at regular intervals into the underlying soilcrete. Additional recommendations for driveway construction can be provided at the plan review stage of the project. b) Exterior Flatwork Sidewalks, walkways and patio slabs should be 4 inches thick (minimum) and should be reinforced with No. 3 bars at 18 inches on center, each way at mid height. c) Slab Sub-Grade Compaction and Pre-saturation (Exterior Flatwork) Prior to concrete placement, the prepared soil sub-grade should be moisture conditioned to and maintained at about 1 to 3 percentage points wet of optimum moisture contents to a depth of 12 inches and exhibit at least 90 percent relative compaction as determined by ASTM: D1557 or as otherwise specifically recommended by the Project Geotechnical Consultant of record based on actual conditions. d) General Concrete Remarks  To minimize slab curling and other related adverse effects, a low shrinkage / low slump concrete (concrete mix with a minimum 4,500 psi compressive strength and maximum water cement ratio of 0.45) should be used for the floor slab construction, as determined by the Project Structural Engineer. The mix design should be verified by the project Civil / Structural Engineer, and placement of concrete should be observed and certified by the Concrete Deputy Inspector. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 31 of 39 Newport Beach, California  Interior floor slabs and exterior concrete flatwork should be properly designed for the construction and service loading conditions, and potential differential movements. The structural details, such as slab thickness, concrete strength, reinforcing criteria, joint spacing, etc. should be established by the Project Civil / Structural Engineer. The recommended minimum reinforcements for concrete slabs provided above are intended for preliminary design only. More restrictive criteria as dictated by structural design or regulatory requirements shall govern.  All reinforcement must be appropriately spaced and supported / maintained during the pouring / finishing work such that it remains in proper condition.  Unless specifically allowed for and approved as such by the project Civil / Structural Engineer, no water is to be added to the concrete mix after the truck leaves the plant. It should be cautioned that addition of water to the concrete mix will change the water-cement ratio of the plant design mix and can lead to undesirable shrinkage cracking, curling, etc. of concrete slabs during curing.  All concrete to be properly finished per American Concrete Institution / Portland Cement Association standards and moist cured (for preferably at least 7 days). If moist curing is not feasible, an appropriate curing compound / sealant should be applied in accordance with the timing and methodology specified by the curing compound manufacturer.  Truck tickets to include mix design, time leaving plant, time of site arrival, and time onsite / location of pour to be documented and copies sent to the project Civil / Structural Engineer.  All poured concrete should be protected from loading and traffic for at least 7 days without written approval of the project Structural engineer. Waterproofing and Moisture / Water Vapor Retarder System General The following are key considerations which must be kept in mind when addressing inset level construction / foundation elements below grade which are sensitive to water / moisture / vapor. In our general experience, both from a design / build and a forensic standpoint, a large percentage of subterranean construction suffers from distress ranging from the all too common “musty odors” / dampness, floor and wall covering damage and debonding, to free water intrusion and wall / slab cracking and heaving. Understanding the role and behavior of water – in its multiple forms of occurrence – is a critical step in the proper addressing and mitigation of nuisance and damage to subterranean foundation elements:  Water is the root driving mechanism controlling both expansion and related ground activity and moisture intrusion related distress.  Water is insidious and will inevitably find its way into places it is not desired. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 32 of 39 Newport Beach, California  Water buildup in the shallow subsurface over the life of the project is inevitable in the case of projects such as this.  Water can exist and simultaneously co-exist / transform into multiple phases of occurrence: liquid / hydrostatic, capillarity, and vapor.  The flow and migration of water is controlled by free energy gradients, which include gravity, suction / capillarity, salinity, humidity, temperature, and others.  A major free energy gradient which drives water transmission through foundations into structures is the combination of humidity and temperature, and differences in humidity and temperature between the ground and interior spaces. Water, particularly as vapor, will tend to flow from areas of high humidity and temperature towards areas of lower humidity and temperature. This condition is created by atmospheric environment, particularly where air conditioning is used, forming a gradient of high humidity and temperature in the underslab subgrade environment and the typically much lower humidity and cooler environment in the interior space.  The humidity, under equilibrium, in the subsurface including the void spaces of soil, rock, gravel, drains, pipes, cavities, vaults, and other features is typically at or near 100% relative humidity. It only takes a small drop in temperature for condensation to develop, which may accumulate faster than it can dissipate – particularly where humidity remains nearly 100% and temperature changes are small. A similar condition will occur under low permeability floor coverings – creating a major form of flooring distress and damage.  Capillarity, in particular where it interphases with vapor, is a very difficult to control phase, as it involves wicking like through a paper towel. Even a tiny imperfection can quickly grow a large downstream “wet spot” where it is controlled solely by a membrane or sheeting / coating.  Since capillarity is controlled by the hydrophilic (“water-loving / attracting”) chemistry of a substance, the use of a concrete mix unattractive to water in subterranean level construction will further mitigate the moisture vapor transmission and wet-spotting. Thus, the use of proven hydrophobic additives should be considered for use in all foundation members in contact with and/or below grade that will support / enclose living areas.  The different phases of water require their own separate forms of mitigation – hydrostatic / free water drainage or barriers (especially those relying on clay or “bentonite” sheeting or layers) will not stop capillarity or vapor; and mitigation measures to control vapor are not very effective at hydrostatic water control. Even then, the concrete itself should be made as watertight as possible. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 33 of 39 Newport Beach, California A major key to success is to recognize that multiple systems must be incorporated in proper tandem to control all forms of water. Another key to success is to recognize that even with the best construction practice; some imperfections are inevitable and will be capitalized on by water. Waterproofing – Subterranean Level  Floor slab and wall waterproofing should effectively mitigate free water, capillary water, and water vapor into the inset level of construction and should be installed in conformance with manufacturer’s recommendations to resist full hydrostatic pressures that may develop during and post-construction.  Inset level slab construction and walls should be waterproofed to effectively mitigate free water, capillary water, and water vapor into the sublevel and should be installed in conformance with manufacturer’s recommendations to resist full hydrostatic pressures that may develop during and post-construction.  As an added measure to mitigate potential water / moisture vapor transmission into subterranean level construction, we recommend incorporating a hydrophobic admixture (Hycrete W1000, Xypex, or architect / structural engineer approved equivalent) in the concrete. This hydrophobic mixture should be considered for both the basement floor slab and subterranean structure walls. Considerations may also be made to incorporating hydrophobic admixture to secant pile walls.  Dedicated waterstops and epoxy concrete bonding agents installed / applied according to manufacturer recommendations are required at all joints and between pours.  A dedicated waterproofing membrane (e.g., Miraply) should included as part of the waterproofing system for the mat slab and retaining walls and installed in accordance with the manufacturer’s recommendations to resist full hydrostatic pressures that may develop during and post-construction.  All waterproofing membranes (including Miraclay products) should be rated for service in contact with seawater and approved by the manufacturer as part of the overall design and installation.  As appropriate and/or required by the manufacturer, waterproofing membranes should be protected by dedicated drainboard / protection board (e.g., Miradrain 6200 XL) installed in accordance with the manufacturer’s specifications for below-grade, vertical applications, with potential for full-hydrostatic conditions.  Miraclay should not be installed in direct contract with concrete to mitigate transmission of capillary water into subterranean floor slab / retaining wall concrete.  Waterproofing design and installation for the project is to be performed by a qualified waterproofing contractor (e.g., American Product Coatings) with oversight from the product manufacturer (Carlisle Coatings and Waterproofing). A representative of the manufacturer should be retained to provide inspection services during waterproofing 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 34 of 39 Newport Beach, California installation and verify that waterproofing specifications and installation criteria are appropriately met during construction. (Note: G3 does not inspect or approve waterproofing specifications or installation – waterproofing specifications and installation for the project are under the purview of the waterproofing contractor and manufacturer’s representative). Moisture Water Vapor Retarder System A moisture vapor retarder is recommended to reduce the potential for moisture / water vapor migration up through the slabs constructed at grade and possibly affecting floor covering. Presented below are recommendations based on the guidelines by the American Concrete Institute (ACI) to reduce the potential moisture / water vapor intrusion in concrete slab-on-grade:  The moisture / water vapor retarder should consist of high strength membrane and should meet or exceed the ASTM: E-1745-97 Class A material requirements for water vapor permeance, tensile strength, and puncture resistance. The vapor retarder should consist of “Stego Wrap 15-mil” (Stego Industries, LLC) or “Vapor Block” VB 15 (Americover, Inc.), or approved equal. The vapor retarder should be underlain by a capillary break comprised of minimum 4 inches thick pea gravel layer. The gravel layer should be placed and compacted on approved soil sub-grade.  The membrane should be placed on approved gravel layer and properly lapped and sealed. Protection of this membrane from punctures / tears is critically important. Membranes intersecting utility pipes, sewer lines, ducts, or drains must be properly wrapped around the penetrations and sealed. All punctures and rips in the membrane should be repaired prior to placement of concrete, following manufacturer’s recommendations. The vapor retarder should be installed in general accordance with the procedures outlined in ASTM: E-1643, and in conformance with the installation procedures recommended by the manufacturer.  In addition, floor coverings (e.g., wood, tile, etc.) and other built-in features should be carefully selected with vapor transmission in mind and include proper preparation and installation in accordance with the manufacturer’s recommendations.  Additional recommendations / specifications may be provide by the waterproofing contractor and manufacturer. It should be recognized that, even with site surface and sub-drainage measures, there is potential for saturation of ground beneath concrete floor slabs due to water infiltration from irrigation, rain, and run-off, and adverse moisture / vapor development or flow through the soil subgrade. The upward migration of moisture in vapor phase from soil subgrade through the slab-on-grade is inevitable under normal living conditions as they exist within a closed environment (e.g., structure). It is imperative that the Contractor properly install the recommended site drainage measures, utility trench backfill, and the moisture/water vapor 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 35 of 39 Newport Beach, California retarder system in accordance with the project design requirements and specifications to mitigate potential moisture / water vapor transmission into the structures. It should be emphasized that proper moisture / water vapor retarder installation, proper control of irrigation, surface runoff, roof drainage, and landscape water adjacent to the structure is very important to minimize problems caused by moisture and water vapor intrusion and is the responsibility of the property owner. In addition, the property owner is responsible for maintaining proper site drainage as recommended hereinafter. Expansive Soils The near surface site soils underlying the subject site are comprised of poorly-graded sands, and these soils are expected to exhibit a very low soil expansion potential, and not considered a controlling factor in foundation design. The soil expansion potential should be verified during or at the completion of rough grading operations. Soil Corrosion and Concrete Design Soluble Sulfates Laboratory test results presented in Appendix B indicate sulfate exposure for concrete is Not Applicable (negligible) – however, in consideration of the project location within a coastal environment, it is recommended that concrete in contact with soils be designed to resist potentially high sulfate exposure (i.e., Type V Portland Cement, minimum compressive strength of 4,500 psi, and maximum w:c = 0.45). Metallic Installations Laboratory tests to evaluate the potential soil corrosivity to metallic installations were not performed. In the absence of such testing, the soils along with any transient waters flowing through them should be considered to be highly corrosive to metals in contact with them. Attention to minimizing galvanic / chemical corrosivity (i.e., protective coatings, dielectric couplings, eliminating mixing metal types in contact or in near vicinity to each other) where in contact with soil and soil moisture can minimize these effects. An experienced corrosion consultant should be retained and their recommendations incorporated into the design if special / critical corrosive issues exist or further corrosion potential study is warranted. Utility Trench Backfill Bedding material should consist of sandy material exhibiting a Sand Equivalent (S.E.) value of 30 or greater and should comply with the requirements of the controlling governing jurisdiction. The on-site soils are not considered suitable for use as bedding material. The site soils are considered suitable for trench backfill, provided they are free of organic material and rocks over 4 inches in maximum dimension. Backfill of all exterior and interior trenches should be placed in thin lifts of appropriate thickness and mechanically compacted to achieve a relative compaction of not less than 90 percent 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 36 of 39 Newport Beach, California throughout, based on ASTM: D1557. Care should be taken not to damage utility lines during compaction. Utility trenches should not be located within the influence of footings. This is defined as a zone located below the footing and a line sloping at an inclination of 1:1 (horizontal to vertical) outward from the outside edge of footings. If utility lines are located within the zone of footings, the backfill should be compacted to a minimum 95 percent relative compaction or slurry backfilled (minimum 1-1/2 sack cement-sand mix). Trenches greater than 4 feet in depth should be shored or sloped back as required by the local regulatory agency, the State of California Division of Industrial Safety Construction Safety Orders, and Federal OSHA requirements. Utility trench points of connection / entryways into the residence should be appropriately sealed and cut-off to prevent moisture / free-water intrusion into the structure. Site Drainage It should be noted that potential problems may develop when drainage is altered through construction of retaining walls, paved walkways, and patios. Conditions which will lead to ground saturation must be avoided: All roof and surface drainage should be directed away from structures and their appurtenances to approved drainage facilities. Ponding of water should be avoided. For graded soil areas, a minimum gradient of 5 percent away from structures should be maintained. The recommended drainage patterns should be established at the time of fine grading and maintained throughout the life of the structure or, if altered, should be replaced with a properly designed area drain system. Irrigation activities at the site should be monitored and controlled to prevent over-watering. Planter areas adjacent to structures should be avoided. If utilized, such planters should include measures to contain irrigation water and prevent moisture migration into walls and under foundations and slabs-on-grade. Site drainage should also be designed, constructed, and maintained in accordance with appropriate City, County, State, and other jurisdictional requirements. Landscape, Irrigation and Maintenance General guidelines for landscape, irrigation and maintenance are shown below:  Landscape planting should consist of appropriate drought resistant vegetation as recommended by the Landscape Architect. Landscape irrigation should minimize soil moisture variation and should be properly maintained.  Trees / large shrubs with aggressive root systems should be avoided near structures and slopes. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 37 of 39 Newport Beach, California  The property owner is responsible for proper irrigation and for maintenance and repair of installed irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum coverage with a minimum of water usage and overlap. Over-watering with consequent excessive runoff and ground saturation must be avoided.  If automatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions.  All interceptor ditches, drainage terraces, down-drains, and any other drainage devices that are installed must be maintained and cleaned.  Water must not be allowed to flow over constructed or natural slopes. This may require the construction of berms or ditches along the top of slopes, if such devices are not in place.  With regard to foundation and slab / pavement performance adjacent to landscape areas, a key to maximum performance is landscaping and irrigation which minimizes soil moisture fluctuation over time. Avoiding saturation and ponding is also an important consideration. Diligent attention to maintenance is critical to adequate long-term performance. Plan Review, Observations, and Testing There are numerous geotechnical and engineering geologic conditions, phenomena, and issues present that will have considerable influence on the design, construction, and long-term performance of the proposed development. Therefore, it is considered of high importance and prudence that this firm be retained throughout the design and construction process to provide appropriate geotechnical and geologic support, input, review, and documentation services to assist the design and construction team with accounting for these issues appropriately. It is critical that the geotechnical and engineering geologic recommendations be properly taken into account and understood by the parties involved, and the intent of the recommendations properly incorporated into the final design, construction, and long-term maintenance of the project. Major milestones / areas of applicability include:  Foundation and Grading Plan Reviews;  Secant Pile Installation and Deep Soil Mixing;  Earthwork, Grading, and Subterranean Excavations;  Subterranean level waterproofing installation and mat slab / retaining wall construction; and  Subsurface / Underground Utilities Installation. It is the responsibility of the owner / developer to ensure the findings of our studies and intents of our recommendations are forwarded to the appropriate consultants and contractors of the project – and that they are incorporated into the final plans and construction. This report and the recommendations provided in this report should be considered a part of the project plans / specifications. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 38 of 39 Newport Beach, California LIMITATIONS This report has been prepared for the exclusive use of Mr. Scott Schwartz and his design consultants relative to the design and construction of the proposed new residence. This report is not intended for other parties, and it may not contain sufficient information for other purposes. This report and the recommendations confirmed herein are made with the understanding that G3SoilWorks will be appropriately retained to assist with the design and construction team in proper interpretation, incorporation, and implementation of the intent of our report recommendations. Should a different firm be retained to perform the subsequent phases of design and construction, this report will be considered null and void. The Owner or their representative should make sure that the information and preliminary recommendations presented in this report are brought to the attention of the Project Architect, Project Civil, Project Structural Engineer, Project Ground Improvement Design Engineer and made part of the project plans. It is the responsibility of the contractor performing to ensure that the subject work is performed in accordance with the project plans / specifications and intent of the recommendations provided herein as part of the final construction. This office should be provided with final grading, ground improvement, and foundation plans for review to enable us to confirm the preliminary recommendations and update the report as necessary. We reserve the right to modify our recommendations, as appropriate, to better accommodate actual conditions and/or means and methods employed by the contractor performing the work. The findings contained in this report are based upon our evaluation and interpretation of the information obtained from limited borings and the results of the laboratory testing and engineering analysis. The opinions and recommendations provided were based on the assumption that the geotechnical conditions, which exist across the site, are similar to those observed in the test excavations. The conditions and characteristics of the sub-surface materials at locations and depth other than those excavated and observed may be different and no representations are made as to their quality and engineering properties. Based on our experience with similar sites, some variability and unanticipated conditions may be present, and some degree of "as-grading" is anticipated to be warranted to appropriately address these conditions and to meet the intent of the recommendations presented herein. As such, many of the overexcavation, embedment, and replacement issues, based on actual exposed conditions, may be at odds with the generalized considerations made herein. These issues and conditions should be appropriately evaluated / addressed by this firm on a case-by-case basis at the time the work is performed – and the resulting recommendations and refinements reported in a final as-graded report documenting the geotechnical aspects of the project work. Should any conditions encountered during construction differ from those described herein, this office should be contacted immediately for evaluation of the actual conditions and for appropriate recommendations prior to continuation of work. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Page 39 of 39 Newport Beach, California The findings and recommendations presented herein were developed in accordance with generally accepted professional engineering principles and local practice in the field of geologic and geotechnical engineering and reflect our best professional judgment. We make no other warranty, either express or implied. If this firm is not properly retained to provide oversight and in-construction services for the project, the findings and recommendations provided herein shall be considered null and void. This report is subject to review by the controlling authorities. CLOSURE If you have any questions, or require additional information, please contact the undersigned. Respectfully submitted, G3SoilWorks, Inc. Attachments: List of Selected References Figure 1: Site Location Map Figure 2: Existing Layout with Boring Locations Figure 3: Proposed Layout with Boring Locations Figure 11: Geologic Map Figure 12: Water Level Data Figure 13: Fault Map Appendix A: Geotechnical Boring Logs Appendix B: Laboratory Testing Results Appendix C: ASCE 7-16 Seismic Design Parameters Appendix D: Liquefaction Analysis Results 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation Proposed New Residence Construction 2050 East Oceanfront December 20, 2021 Project No. 1-1201 Page 1 of 1 Newport Beach, California LIST OF SELECTED REFERENCES 1)Apex Land Surveying, Inc., Topographic map, 2050 East Oceanfront, Newport Beach, CA, 92661, APN: 048-262-18, Project No. 21058, dated April 30, 2021. 2)Morton, P.K. and F.K. Miller, 2006, Geologic Map of the San Bernardino and Santa Ana 30’ x 60’ quadrangles, U.S. Geological Survey Open-File Report 2006-1217, Online Version 1.0, prepared in cooperation with California Geological Survey. 3)Barrows, A.G., 1970, A Review of the Geology and Earthquake History of the Newport- Inglewood Structural Zone, Southern California, California Division of Mines and Geology Special Report 114. 4)Trifunac, M.D., 2003, Nonlinear soil response as a natural passive isolation mechanism, Paper II. The 1933, Long Beach, California earthquake. Soil Dynamics and Earthquake Engineering 23, 549-562. 5)California Emergency Management Agency, et al., Tsunami inundation Map for Emergency Planning, Laguna Beach Quadrangle, State of California, County of Orange, dated March 15, 2009. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation Proposed New Residence Construction 2050 East Oceanfront December 20, 2021 Project No. 1-1201 Page 1 of 1 Newport Beach, California LIST OF SELECTED REFERENCES 1)Apex Land Surveying, Inc., Topographic map, 2050 East Oceanfront, Newport Beach, CA, 92661, APN: 048-262-18, Project No. 21058, dated April 30, 2021. 2)Morton, P.K. and F.K. Miller, 2006, Geologic Map of the San Bernardino and Santa Ana 30’ x 60’ quadrangles, U.S. Geological Survey Open-File Report 2006-1217, Online Version 1.0, prepared in cooperation with California Geological Survey. 3)Barrows, A.G., 1970, A Review of the Geology and Earthquake History of the Newport- Inglewood Structural Zone, Southern California, California Division of Mines and Geology Special Report 114. 4)Trifunac, M.D., 2003, Nonlinear soil response as a natural passive isolation mechanism, Paper II. The 1933, Long Beach, California earthquake. Soil Dynamics and Earthquake Engineering 23, 549-562. 5)California Emergency Management Agency, et al., Tsunami inundation Map for Emergency Planning, Laguna Beach Quadrangle, State of California, County of Orange, dated March 15, 2009. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 ―│ ―│―│ ―│ ―│ ―│ ―│―│―│―│―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│―│ ―│ ―│ ―│ ―│ ―│ ―│―│ ―│―│ ―│ ―│ ―│―│ ―│―│―│―│ ―│ ―│―│ ―│ ―│―│ ―│ ―│ ―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│―│ ―│―│―│ ―│―│―│ ―│―│ ―│―│ ―│―│ . . . . . .. . . . . .. ... . . . . . .. . .. .. . . ... . . . . . . . . . ... ... . .. . . . .. .. ... . . .. . . .. . .. . . .. ..... ... . . . . . 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. . .. .. . . . .. . ... . . . . . . . .. . . ... . . .. . . .. . .. . .. . .. ... . .. . . . .. . . .. . . .. .. .... . .... . . . . .. . . .. . . . . ... . . . . . .. . .. . . . . . . .. . . . . . . . . . .. . . . . . .. . . . . . . ... . . .. . . . . . . . . . . ... . . . .. . . . . ... . . . . . ... .. . .. . . .... .. ... . ... . . . . . . . . . . . . . .. .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. ─X─X &PO &PO &PO ^▄n ▄n ▄n F F F F H H 100 25 50 5 07575100 25 7550 75 25175 75255020075 20010025 125 25125 10 0 50 1 5 0 150 50251255075 75VILLAPOINTDRFULLERTON AVES BAY FRONT BACK B A Y DR PROMONTORY DR W W BALBOA BL V D IRVINE AVECL A Y S T NEWPORTER WAYNEWPORTBLVDNEWPORTCENT E R D R SANTANELLA TER MARINEAVEDOLP HIN T E R BAY S H O R E D R ¬«1 ¬«55 E B A Y F R ONTEL MODENA AVEW OCEA N F R O N T CRESTVIEW DR CLIFF DR E 16TH ST ALISO AVE32NDST RIVERSID E A V E 38TH ST W O C E A N F R O N T E 15TH S T DOVERDRWOCEANFRONT TUSTIN AVE30TH ST NEPTUNEAVE VIA LID O S O U D RIVERAVE VIALIDONORD HOAG DR SEAS H O R E D R W BAY AVE KINGS RD¬«1 KINGS PLVIA LIDO LIDOSANDS D R E OCEA N B L V D BAYADERETERACACIA AVEL INDAISL EGRANVILLEDRN BAY FRONTHARBORISLANDRD EOCEANFRONT MIRA M A R D RJAMBOREE RDBAYSIDE DR EBALBOABLVD SEADRIFTDR GALATE A T E R SANTA BARBARA DRAVOCADO AVEBEGONIA AVEO CEANBLVDPOLARISDRPARK AVE OCEANVISPROMONTORY DR EBALBOA AVE West Lido Channel Lower NewportBay Newport Channel Newport Bay PACIFIC OCEAN NEWPORT BEACH Corona del Mar NorthStarBeach Collins Island Balboa Island China Cove Beach NorthStarBeach Balboa 09 10 11 12 13 14 15 16 17 18 19 20 08 3721000mN 09 10 11 12 13 14 15 16 17 18 19 3708000mN 20 0910111213 14 15 16 1708 418000mE 0910111213 14 15 16 17408000mE 18 33.5000° 33.6250°-118.0000°-117.8750°33.6250° 33.5000°-117.8750°-118.0000° QUADRANGLE LOCATION NEWPORT BEACH OE S QUADRANGLECALIFORNIA - ORANGE COUNTY7.5-MINUTE SERIES NEWPORT BEACH OE S, CA 2018 Expressway Local Connector ROAD CLASSIFICATION Ramp 4WD Secondary Hwy Local Road Interstate Route State RouteUS RouteWX./H U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY This map was produced to conform with the National Geospatial Program US Topo Product Standard, 2011. A metadata file associated with this product is draft version 0.6.18 CONTOUR INTERVAL 5 FEETNORTH AMERICAN VERTICAL DATUM OF 1988 SCALE 1:24 000 10005000METERS1000 2000 21KILOMETERS00.51 10.50 MILES 1 10000100020003000400050006000 7000 8000 9000 10000 FEET × Ù GN MN 0°31´ 9 MILS 11°53´ 211 MILS UTM GRID AND 2017 MAGNETIC NORTH DECLINATION AT CENTER OF SHEET MT Grid Zone Designation11S U.S. National Grid 100,000 - m Square ID CALIFORNIA 1 Seal Beach 2 Newport Beach 3 Tustin 4 Laguna Beach ADJOINING QUADRANGLES 21 3 4 Imagery.....................................................NAIP, July 2016 - October 2016 Roads......................................... U.S. Census Bureau, 2016 Names............................................................................GNIS, 1981 - 2018Hydrography...............................National Hydrography Dataset, 2004 - 2017 Contours............................................National Elevation Dataset, 2013Boundaries..............Multiple sources; see metadata file 2016 - 2017 Public Land Survey System................................................BLM, 2018 Wetlands.................FWS National Wetlands Inventory 2006 North American Datum of 1983 (NAD83)World Geodetic System of 1984 (WGS84). Projection and1 000-meter grid:Universal Transverse Mercator, Zone 11S Produced by the United States Geological Survey This map is not a legal document. Boundaries may be generalized for this map scale. Private lands within government reservations may not be shown. Obtain permission before entering private lands.*7643016357198*NSN.7643016357198NGA REF NO.USGSX24K76121  Approximate Property Limits EXPLANATION 0ft 20 80 ft 8 40 N Sources: USGS (2018) Newport Beach OE S Quadrangle, California - Orange County, 7.5-Minute Series, 1:24,000 Scale. Map Scale: 1inch = 2,000 feet.Note: For illustrative purposes only. Location is approximate. Imagery from Google Earth. East Oceanfront M StreetDec. 2021 Figure 12050 East Oceanfront Site Location Map Newport Beach, CA Proj. No. 1-1201 SoilWorksG3 350 Fischer Ave. Front Costa Mesa, CA 92626 Phone: (714) 668 5600 www.G3SoilWorks.com PA2022-0167 Approximate Garage Floor El. = 11± feet Approximate Lower Edge of Interior Driveway Existing Rear Ret. Wall(8-feet-high min.) Existing Perimeter Ret. Wall(7-feet-high min.) Existing Ret. Wall (7-feet-high min.) Property Line Approx. Location of Staircase+ Ret. Walls Approximate LivingRoom Floor El. = 19± feet Garage-Level Laundry / Bathroom / Storage (El = 11± feet) Entryway Floor El. = 18± feet 0ft 2 6 8ft4N Notes: - Topographic Map by Apex Land Surveying dated April 30, 2021. - All lines, limits, elevations, and locations are approximate, illustrative, and for preliminary planning purposes only. - Vertical datum is in feet above NAVD 88. HA-1 B-8 B-1 B-2 B-3 B-9 B-6 B-7 B-5 B-4 TD = 15 feet TD = 14 feet TD = 14 feet TD = 14 feet TD = 30 feet TD = 30 feet TD = 30 feet TD = 30 feet TD = 5 feet TD = 25 feet HA-2 TD = 10.5 feet Existing PerimeterRet. Wall (3- to 9-feet-high min.) EXPLANATION Rear Living Room Finish Floor = El. 19± feet Front Entryway Finish Floor = El. 18± feet Garage / Basement Level Finish Floor = El. 11± feet Zone of Inferred Rip Rap Depth = 14± feet Below Driveway; Approx. Top of Rip Rap = El. -0.25± feet ; Depth / Location / Elevation of Rip Rap may vary and occur at other locations not explored. Approximate Location of Existing Retaining Walls Approximate Location and Total Depth of Soil Boring B-9 TD = 15 feet Dec. 2021 Figure 22050 East Oceanfront Existing Layout w/ Boring Locations Newport Beach, CA Project No. 1-1201 PA2022-0167 Existing Perimeter Ret. Wall(7-feet-high min.) Property Line Entryway Floor El. = 18± feet Zone of Inferred / Buried Rip Rap HA-1 B-8 B-1 B-2 B-3B-9 B-6 B-7 B-5 B-4 TD = 15 feet TD = 14 feet TD = 14 feet TD = 14 feet TD = 30 feet TD = 30 feet TD = 30 feet TD = 30 feet TD = 5 feet TD = 25 feet HA-2 TD = 10.5 feet 0ft 2 6 8ft4N Dec. 2021 Figure 32050 East Oceanfront Proposed Layout w/ Boring Locations Newport Beach, CA Project No. 1-1201 Notes: - Basemap from PleskowArchitects preliminary architectural plans. - All lines, limits, elevations, and locations are approximate, illustrative, and for preliminary planning purposes only. - Location / actual extent of inferred / buried rip rap zone may vary from limits shown. Approximate Garage /Basement Floor Level= El. 7.35 (NAVD 88) PA2022-0167 0ft 500 2,000 ft 200 1,000 N EXPLANATION Approximate Site Location Notes: Scale is approximate; For illustrative purposes only; Map from D. Morton and F. Milller, 2006 Geologic Map of the San Bernardino and Santa Ana 30’x60’ Quadrangles, CA, 1:100,000 Scale. Very young marine depositsQm Very young eolian depositsQe Newport Mesa NE W P O R T B A Y PACI F I C O C E A N Dec. 2021 Figure 112050 East Ocean Front Geologic Map Newport Beach, CA Proj. No. 1-1201 SoilWorksG3 350 Fischer Ave. Front Costa Mesa, CA 92626Phone: (714) 668 5600 www.G3SoilWorks.com PA2022-0167 Lorem ipsum Notes: Tidal uctuation data from NOAA/NOS/CO-OPS Tide Predictions at 9410580 Continuous water level data recorded using Solinst Level Logger Model 3001 Lt f100/m30. Manual water level measurements recorded using Solinst Water Level Meter Model 101. 6/21/2021 18:20, 5.75 6/30/2021 4:20, 6.26 7/6/2021 11:50, 6.45 7/26/2021 12:10, 6.08 -2 -1 0 1 2 3 4 5 6 7 8 6/21/2021 7/19/2021 8/16/2021 9/13/2021 10/11/2021 11/8/2021 12/6/2021Eleva�on (feet MSL)Date Groundwater v. Tidal Fluctua�ons Series2 6/26/21 Data 6/30/21 Data 7/6/21 Data 7/26/21 Data 6/26 Manual Reading 6/30 Manual Reading 7/6 Manual Reading 7/26 Manual Reading Water Level Data Project No. 1-1201 Dec. 2021 2050 East Oceanfront Newport Beach, CA Figure 12 PA2022-0167 Fault Map Sphere of Influence EXPLANATION Newport Beach, California NOTES:This map is intended for general land use planning only. Information on this map is not sufficient to serve as a substitute for detailed geologic investigations of individual sites,nor does it satisfy the evaluation requirements set forth in geologic hazard regulations. Earth Consultants International (ECI) makes no representations or warranties regarding the accuracy of the data from which these maps were derived. ECI shall not be liableunder any circumstances for any direct, indirect, special, incidental, or consequential damages with respect to any claim by any user or third party on account of, or arising from, the use of this map.Plate H-3 0.5 0 0.5 1 1.5 Miles Scale: 1:60,000 101 2 3 Kilometers Base Map: USGS Topographic Map from Sure!MAPS RASTER Project Number: 2706 Date: 2007 Source: Earth Technology Corp., 1986; Converse,1994; Law/Crandall, 1994; Earth Consultants Int., 1997; Morton, 1999. Newport Beach City BoundaryNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a ult Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a u lt Z o n eNewp o rt-I n gl e wo o d F a ult Z o n e Pel i can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hil l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hil l s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hi ll s Faul t ZonePeli can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hi l l s Faul t ZonePeli can Hill s Faul t ZonePeli can Hi ll s Faul t ZonePel i can Hi l l s Faul t ZonePel i can Hil l s Faul t ZonePeli can Hi ll s Faul t ZoneShady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Shady Canyon Faul t Fault: solid where location known, long dashed where approximate, dotted where inferred. S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br an c h N orth B r a n c h N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br an c h N orth Br a n c h N orth Br an c h N orth Br a n c h N orth B r a n c h N orth Br a nch N orth Br an ch N orth Br an c h N orth Br a n c h N orth Br an c h N orth Br a n c h N orth B r a n c h N orth Br an ch N orth Br an c h N orth Br a n c h N orth Br an c h N orth Br an c h N orth B r a n c h N orth B r a nc h N orth Br an ch N orth Br an c h N orth B r a n c h N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br a n c h N orth B r a n c h N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br an c h N orth B r a n c h N orth Br a n ch N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh o re) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh ore) N e w p o rt-In gle w o o d Fa ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) West Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa Fault (Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994) (Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997) (The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986; Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997) (Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994) Faults that are not active. Major fault traces as mapped by Morton, 1999. Presumed active, except where shown otherwise based on geological studies. Southward projection of active fault traces based on a subsurface study on the west bank of the Santa Ana River. Secondary fault traces that have been shown to have moved at least once during the Holocene. Fault Hazard Management Zone for real-estate disclosure purposes (refer to text). Fault Map Sphere of Influence EXPLANATION Newport Beach, California NOTES:This map is intended for general land use planning only. Information on this map is not sufficient to serve as a substitute for detailed geologic investigations of individual sites, nor does it satisfy the evaluation requirements set forth in geologic hazard regulations. Earth Consultants International (ECI) makes no representations or warranties regarding the accuracy of the data from which these maps were derived. ECI shall not be liable under any circumstances for any direct, indirect, special, incidental, or consequential damages with respect to any claim by any user or third party on account of, or arising from, the use of this map.Plate H-3 0.5 0 0.5 1 1.5 Miles Scale: 1:60,000 101 2 3 Kilometers Base Map: USGS Topographic Map from Sure!MAPS RASTER Project Number: 2706 Date: 2007 Source: Earth Technology Corp., 1986; Converse,1994; Law/Crandall, 1994; Earth Consultants Int., 1997; Morton, 1999. 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S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h B r a n c h S o u t h Br a n c h S o u t h Br a n c h S o u t h B r a n c h S o u t h B r a n c h N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br an c h N orth B r a n c h N orth B r a nch N orth Br an ch N orth B r a nc h N orth Br a n ch N orth Br an c h N orth Br an c h N orth B r a n c h N orth B r a nc h N orth Br an ch N orth B r a n c h N orth Br a nch N orth Br an ch N orth Br a n c h N orth B r a n c h N orth Br a nch N orth Br an ch N orth B r a nc h N orth Br a n ch N orth Br an c h N orth B r a n c h N orth B r a nch N orth Br an ch N orth B r a nc h N orth Br a nch N orth Br an c h N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br an ch N orth B r a n c h N orth Br a nch N orth Br an ch N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a n ch N orth B r a n c h N orth B r a nch N orth Br an ch N orth Br an c h N orth Br a n c h N orth B r a nc h N orth Br a nch N orth Br an c h N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh o re) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offsh ore) N e w p o rt-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e (Offs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e (Offsh o re) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) N e w p ort-In gle w o o d Fa ult Z o n e ( O f fs h ore) N e w p ort-In gle w o o d F a ult Z o n e ( O f fsh ore) West Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa FaultWest Mesa Fault (Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994)(Converse, 1994) (Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997)(Earth Consultants Int., 1997) (The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986;(The Earth Technology Corp., 1986; Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997)Earth Consultants Int., 1997) (Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994)(Law/Crandal, 1994) Faults that are not active. Major fault traces as mapped by Morton, 1999. Presumed active, except where shown otherwise based on geological studies. Southward projection of active fault traces based on a subsurface study on the west bank of the Santa Ana River. Secondary fault traces that have been shown to have moved at least once during the Holocene. Fault Hazard Management Zone for real-estate disclosure purposes (refer to text). Dec. 2021 Figure 132050 East Oceanfront Regional Fault Map Newport Beach, CA Proj. No. 1-1201 SoilWorksG3 350 Fischer Ave. Front Costa Mesa, CA 92626 Phone: (714) 668 5600www.G3SoilWorks.com Approximate Site Location Note: For illustrative purposes only. Basemap adapted from Fault Map, Newport Beach by Earth Consultants International, 2007. PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California APPENDIX A GEOTECHNICAL BORING LOGS 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 3.5 16.8 19.7 99.7 SP SP SP SP SP SP SP SP 21 23 62 B B B B SPT R SPT R @ 0"-3": Brick and mortar driveway. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 3": Poorly-Graded SAND, light yellowish brown to pale brown, moist, subangular to subrounded, contains shell fragments. @ 2': Poorly-Graded SAND, light yellowish brown to pale brown, moist, subangular to subrounded, contains shell fragments. @ 3': Poorly-Graded SAND, light yellowish brown to pale brown, moist to very moist, subangular to subrounded, contains shell fragments. @ 4': Poorly-Graded SAND, light yellowish brown to pale brown, moist to very moist, subangular to subrounded, contains shell fragments. @ 5': Poorly-Graded SAND, light yellowish brown to pale brown, moist to very moist, subangular to subrounded, contains shell fragments. @ 7.5': Poorly-Graded SAND, brownish yellow to yellowish brown, wet, medium-dense, fine- to medium-grained, subangular to subrounded, contains shell fragments. @ 10': Poorly-Graded SAND, yellowish brown, wet, medium-dense, fine- to medium-grained, subangular to subrounded, contains shell fragments. @ 11': Recovered cobble-sized chunk of concrete / aggregate. @ 12.5': No Sample Recovered. @ 14': Refusal. Notes: Total Depth = 14'; Groundwater encountered at 7.5'. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 6/21/21 Pacific OTHERGroundwaterTYPE KT 13± 140 lbs. 30 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-1 6/21/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 SP SP SP SP @ 0-3": Brick and mortar driveway. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 5': Poorly-Graded SAND, light yellowish brown to pale brown, moist to very moist, subangular to subrounded, contains shell fragments. @ 7.5': Poorly-Graded SAND, brownish yellow to yellowish brown, wet, fine- to medium-grained, subangular to subrounded, contains shell fragments. @ 10': Poorly-Graded SAND, yellowish brown, wet, fine- to medium-grained, subangular to subrounded, contains shell fragments. @ 14': Refusal. Notes: Total Depth = 14'; Groundwater encountered at 7.5'. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 6/21/21 Pacific OTHERGroundwaterTYPE KT 13± 140 lbs. 30 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-2 6/21/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 2.8 15.6 19.2 11.7 91.6 97.4 107.7 95.2 SP SP SP SP SP 14 18 32 67 50 R R R R R @ 0"-3": Brick and mortar driveway. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 5': Poorly-Graded SAND, light yellowish brown to pale brown, slightly moist to very moist, loose, contains shell fragments. @ 7.5': Poorly-Graded SAND, light yellowish brown to yellowish brown, wet, medium-dense, contains shell fragments. @ 10': Poorly-Graded SAND, pale brown to brown, wet, contains shell fragments. @ 12.5': Refusal, no recovery. @ 14': Refusal in apparent rip-rap (50 blows / 4"), recovered rock fragment apparently from granitic boulder(black and white / transluscent colored, mesocratic, medium-grained, very hard, est. diorite to quartz diorite with plagioclase feldspar, minor quartz, and 40-50% mafics including amphibole, biotite, and/or pyroxene). Notes: Total Depth = 14'; Groundwater encountered at 7.5'; Temporary 2-inch diameter, Sch. 40 PVC monitoring well with 8-inch EMCO well cover was set to 14-foot depth.; Solid interval = 0-9 feet; Screen interval (0.020-inch slotted) = 9-14 feet; Filter pack (#3 sand) = 8-14 feet; Annular seal (Bentonite chips) = 0-8 feet. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 6/21/21 Pacific OTHERGroundwaterTYPE KT 13± 140 lbs. 30 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-3 6/21/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 1.5 2.0 6.7 100.1 102.0 SP SP SP SP 21 32 57 R R R @ 0-1": Brick. @ 1"-2": Grout. @ 2"-6": Concrete slab. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 6"-5’: Poorly-Graded SAND, light yellowish brown (10YR 6/4), moist, predominantly medium-grained, quartz-rich with shells and accessory minerals, faint oxide staining, subangular to subrounded. @ 5’: Poorly-Graded SAND, light yellowish brown (10YR 6/4), slightly moist, medium-dense, fine-grained, with well-rounded coarse SAND, abundant mafic minerals. @ 10’: Poorly-Graded SAND, light yellowish brown - brownish yellow (10YR 6/4 - 6/6), slightly moist, medium-dense, predominantly fine- to medium-grained with coarse SAND and shell hash in upper rings. @ 12.5’: Poorly-Graded SAND, light yellowish brown to brownish yellow (10YR 6/4 - 6/6), wet, medium-dense, predominantly fine- to medium-grained. @ 15’: No recovery, wet, residual fine- to medium-grained SAND, dense. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± 140 lbs. 30 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Solid Stem Tripod 1 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-4 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 8.0 8.4 18.0 SP SP SP B B B @ 20’: Poorly-Graded SAND, very moist to wet, fine- to medium-grained, quartz-rich, subangular to subrounded grains. @ 25’: Poorly-Graded SAND, wet, fine- to medium-grained, quartz-rich, subangular to subrounded grains. @ 30’: Poorly-Graded SAND, light olive brown (2.5Y 5/3) with some brownish yellow grains, wet, predominantly fine-grained, Quartz-rich, subrounded to well- round. Notes: Total Depth = 30’; Groundwater encountered at approximately 12.5'. Hole collapsed to 10’. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL20 25 30 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± 140 lbs. 30 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Solid Stem Tripod 2 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-4 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 0.7 1.2 2.2 3.6 6.8 SP SP SP SP SP B B B B B 0"-4.5": Concrete slab. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) 4.5"-1.5': Poorly-Graded SAND, light yellowish brown (2.5Y 6/3), dry to slightly moist, predominantly fine- to medium-grained, contains sea shells (intact). @ 1.5’: Chunk of concrete 4-6" with right-angle bend. @ 5’: Poorly-Graded SAND, light yellowish brown (2.5Y 6/3), slightly moist, predominantly fine- to medium-grained, contains sea shells (intact). @ 10’: Poorly-Graded SAND, light yellowish brown, slightly moist, quartz-rich. @ 12.5': Poorly-Graded SAND, light yellowish brown, wet. @ 15’: Similar to above. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-5 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 5.8 8.3 SP SP @ 20’: Poorly-Graded SAND, light yellowish brown, moist, predominantly medium-grained, quartz-rich. @ 25’: Poorly-Graded SAND light yellowish brown ( 10YR-2.5Y 6/3-6/4), wet, predominantly medium-grained, very quartz-rich with subrounded to well-rounded grains. Notes: Total Depth = 30’; Groundwater encountered at 12.5'; Hole Collapsed to 11.75’. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL20 25 30 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 2 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-5 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 1.0 1.3 5.1 SP SP SP B B B @ 0-4": Concrete slab Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 4"- 5’: Poorly Graded SAND, pale brown to light yellowish brown (10YR-2.5Y 6/3-6/4), slightly moist, fine- to medium-grained, contains some shells. @ 5’: Similar to above with some gravel and 3" +/- cobble of concreted debris, dry to slightly moist. @ 15’: Poorly-Graded SAND, moist, fine- to medium-grained, contains some shells. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-6 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 8.4 9.5 SP SP B B @ 20-25’: Poorly-Graded SAND, moist, predominantly fine- to medium-grained, very quartz-rich, subrounded to well-rounded grains. @ 30’: Poorly-Graded SAND, light yellowish brown, wet, fine- to medium-grained, with ¾ inch gravel and sparse shell fragments, subangular to subrounded, with sparse mafic grains. Notes: Total Depth = 30'; Groundwater encountered at 12.5'. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL20 25 30 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 19± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 2 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-6 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 4.3 SP SP SP SPB 0-4.5": Concrete slab Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) 4.5"-5’: Poorly-Graded SAND, light yellowish brown, slightly moist, fine- to medium-grained, subangular to subrounded, sparse shell fragments throughout, sparse mafic/accessory minerals and orange-stained quartz (quartzite). @ 5’: Lifted auger to sample, but hole caved to 2’. @ 10’: Tried to sample again, but hole caved to 6 feet. @ 15’: Poorly-Graded SAND, light yellowish brown (2.5Y 6/3), very moist, predominantly medium-grained, very quartz-rich, subangular to subrounded. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 11± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-7 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 7.5SP SP B @ 25’: Poorly-Graded SAND, light yellowish brown (2.5Y 6/3), very moist, predominantly medium-grained, very Quartz-rich, subangular to subrounded. Notes: Total Depth = 30’; Groundwater encountered at approximately 5'. Caved to 4.5’ when removing auger. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL20 25 30 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 11± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 2 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-7 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHER6.4 11.9 13.3 SP SP B B B 0-3": Concrete Slab. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 3": Poorly-Graded SAND, light yellowish brown, moist, medium-grained, quartz-rich, subangular to subrounded. @ 5’: Poorly-Graded SAND, light yellowish brown, moist to wet, medium-grained, Quartz-rich, subangular to subrounded. @ 10’: Poorly-Graded SAND light yellowish brown, wet, medium-grained, Quartz-rich, subangular to subrounded. @ 15’: Poorly-Graded SAND light yellowish brown, wet, medium-grained, quartz-rich, subangular to subrounded, contains moderately abundant dark mineral grains and sparse shell fragments throughout. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT. GroundwaterTYPE EH 11± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-8 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 15.1 18.0 SPB @ 20’: Poorly-Graded SAND, light yellowish brown, wet, medium-grained, quartz-rich, subangular to subrounded, contains moderately abundant dark mineral grains and sparse shell fragments throughout. @ 25’: Poorly-Graded SAND, grayish brown to light olive brown (25Y 4/2-4/3), wet, fine- to medium-grained, very quartz-rich. Notes: Total Depth = 25’; Groundwater encountered at approximately 5'; Auger temporarily stuck due to "sandlock". Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL20 25 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 11± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 2 OF 2 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-8 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 1.3 10.2 12.5 SP SP SP B B B 0-3.25": Concrete slab. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 3.25"-5’: Poorly-Graded SAND, light yellowish brown, slightly moist, fine- to medium-grained, Quartz-rich, subangular to subrounded. @ 5’: Poorly-Graded SAND, light yellowish brown, wet, medium-grained, Quartz-rich. @ 10': Poorly-Graded SAND, grayish brown to light olive brown, wet, predominantly medium-grained, Quartz-rich with sparse shells and dark mineral grains throughout. Notes: Total Depth = 15’; Groundwater encountered at approximately 5'. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 15 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 7/30/21 Pacific OTHERGroundwaterTYPE EH 11± S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hollow Stem Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSB-9 7/30/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 4.0 1.9 1.8 5.4 20.6 96.0 SP SP SP SP SP BAG BAG RING BAG BAG @ 0"-4": Concrete slab. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 4"': Poorly-Graded SAND, brown, slightly moist, predominantly medium-grained, contains sparse shell fragments. @ 1-2': Poorly-Graded SAND, brown, dry, gravel sized chunks of concrete. @ 3': Poorly-Graded SAND, very pale brown, dry to slightly moist, predominatly medium-grained. @ 4': Poorly-Graded SAND, light brownish gray, slightly moist, predominantly medium-grained. @ 5': Poorly-Graded SAND, brown, wet, predominantly medium-grained. @ 5' 4": Poorly-Graded SAND, wet. Notes: Total Depth = 5'4"; Water level at approximentely 5' 1"; Caving at 5'3"; Hole backfilled with cuttings and capped with Quickrete. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 6/18/21 G3 OTHERGroundwaterTYPE KT/JT 11± 35 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hand Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSHA-1 6/18/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 15.5 5.9 3.4 3.4 3.7 4.1 2.8 2.7 8.8 3.4 6.5 97.2 SP SP SP SP SP SP SP SP SP SP SP BAG RING BAG BAG BAG RING BAG BAG BAG BAG BAG Topsoil. @ 0': Organic Sandy SILT / Silty SAND, dark brown, with rootlets, shells, and gravel. @ 1.5': Silty SAND / Sandy SILT with fine gravel. Quaternary Beach Sand (Qb) and Historic / Locally-Derived Fill (Undifferentiated) @ 2.5': Poorly-Graded SAND, light brown to brown. @ 3.5': Poorly-Graded SAND, brown, slightly moist, predominantly medium-grained contains shell fragments. @ 4': Poorly-Graded SAND, brown, slightly moist, predominantly medium-grained, contains shell fragments. @ 5': Poorly-Graded SAND, brown, slightly moist, predominantly medium-grained, contains shell fragments. @ 6': Poorly-Graded SAND, pale brown, slightly moist, predominantly medium-grained, contains shell fragments. @ 7': Poorly-Graded SAND, light brownish gray, slightly moist, predominantly medium-grained, contains shell fragments. @ 8': Poorly-Graded SAND, light brownish gray, slightly moist, predominantly medium-grained, contains shell fragments. @ 9': Poorly-Graded SAND, pale brown, moist, predominantly medium-grained, contains shell fragments. @ 9.5': Cemented SAND with gravel-size inclusions. @ 10': Poorly-Graded SAND, pale brown, slightly moist to moist, predominantly medium-grained, contains shell fragments. @ 10.5': Refusal. Total Depth = 10.5'; No groundwater encountered; No caving; Hole backfilled with cuttings. Water Seepage SHEET BORING DESIG.GROUND ELEV.(FT) DROP DRIVE WT.NOTE GS - Grain Size AnalysisEI - Expansion Index CONS - ConsolidationBLOWS/FTSAMPLESAMPLE TYPES: R RING (DRIVE) SAMPLEDEPTH(feet)ELEV.SYMBOL5 10 GROUPGEOTECHNICAL DESCRIPTION 2050 East Oceanfront, Newport Beach1-1201 6/18/21 G3 OTHERGroundwaterTYPE KT/JT 18.5± 35 in. S SPT (SPLIT SPOON) SAMPLE B BULK SAMPLE DATE FINISHED GW DEPTH (FT)LOGGED BY Hand Auger 1 OF 1 MOISTURECONT. (%)DENSITYDRY (pcf)TESTSHA-2 6/18/21 REPORT DATE: 12/20/2021PN: 1-1201 GEOTECHNICAL BORING LOG DS - Direct Shear PROJECT NAMEPROJECT NO. DATE STARTED DRILLER TYPE OF DRILL RIG PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California APPENDIX B LABORATORY TEST RESULTS 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Investigation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California LABORATORY TEST PROCEDURES AND RESULTS The samples obtained during the field investigation were transported to the laboratory for testing and analysis. The results of tests performed on selected samples and the test procedures are summarized below. Dry Density and Moisture Content Field dry density and moisture contents of undisturbed soils samples retained in 2 3/8–inch inside diameter by one-inch height rings were determined, and moisture test results were obtained for the small bulk samples. Dry density and moisture content testing were performed in accordance with ASTM D2937 and ASTM D2216, respectively. The test results are posted on the Geotechnical Boring Logs in Appendix A. Maximum Dry Density and Optimum Moisture Content Maximum dry density and optimum moisture content test was performed on the submitted bulk soil samples in accordance with ASTM: D 1557. The results are shown below: Sample Identification Maximum Dry Density (pcf) Optimum Moisture Content (%) B-1 @ 0-5’106.0 11.0 Sulfate Content Selected soil samples were tested for soluble sulfate content in accordance with the Hach method. The test results are shown below. Sample Identification Water Soluble Sulfate in Soil (ppm) Sulfate Exposure (ACI 318-08, Table 4.2.1) B-1 @ 0-5’ 34 S0 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Investigation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California 200 Wash Sieve Analysis A 200 Wash Sieve test was performed on the requested soil sample in accordance with ASTM D1140 to determine the percentage of material finer than the No. 200 sieve. The test result is shown below. Sample Identification Percent Passing (%) HA-1 @ 0.5’-2’ 2.4 HA-2 @ 4-6’ 0.8 HA-2 @ 7-8’ 0.9 HA-2 @ 9-10.5’ 2.0 Direct Shear Direct shear tests were performed on representative, relatively undisturbed soil samples with a direct shear machine of the strain-controlled type in which the rate of strain is 0.01 inches per minute. The soil specimens were soaked in a confined state prior to shearing and were sheared under varied normal loads ranging from 1.0 ksf to 4.0 ksf. The test results are plotted on Figures S-1 to S-3. Consolidation Consolidation tests were performed on samples identified as HA-2 @ 3.5 feet and B-3 @ 12.5 feet. The test specimen was initially loaded to 0.2 tons per square foot and soaked at 0.8 tons per square foot. Progressive loading was then applied to a maximum of 3.2 tons per square foot. Loading was then reduced to determine rebound characteristics. The consolidation tests are presented on Figures C-1 and C-2. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167                                             REPORT DATE: 12/20/2021  PA2022-0167                                            FIGURE S-2 FIG. S-2 REPORT DATE: 12/20/2021 PA2022-0167                                            FIGURE S-3 FIG. S-3 REPORT DATE: 12/20/2021 PA2022-0167 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0.01 2 3 4 5 6 7 8 90.1 2 3 4 5 6 7 8 91 2 3 4 5 6 7 8 910 2050 East Oceanfront, Newport Beach DryDensity in situMoist.-200sieve GroupSymbol HA-3 3.5 Boring Depth(ft.)PERCENT CHANGE IN HEIGHTCOMPRESSIVE STRESS IN TSF WATER ADDED AT 0.8 TSF. Soil Description REPORT DATE: 12/20/2021PN:1-1201 FIG. C-1 CONSOLIDATION CURVE FIGURE C-1 PA2022-0167 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0.01 2 3 4 5 6 7 8 90.1 2 3 4 5 6 7 8 91 2 3 4 5 6 7 8 910 2050 East Oceanfront, Newport Beach DryDensity in situMoist.-200sieve GroupSymbol B-3 12.5 Boring Depth(ft.)PERCENT CHANGE IN HEIGHTCOMPRESSIVE STRESS IN TSF WATER ADDED AT 0.8 TSF. Soil Description REPORT DATE: 12/20/2021PN:1-1201 FIG. C-2 FIGURE C-2 CONSOLIDATION CURVE PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California APPENDIX C ASCE 7-16 SEISMIC DESIGN PARAMETERS 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 7/13/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.5958784&lng=-117.8851462&address=2050 E Oceanfront%2C Newport Beach%2C CA 92661%2C USA 1/2 Hazards by Location Search Information Address:2050 E Oceanfront, Newport Beach, CA 92661, USA Coordinates:33.5958784, -117.8851462 Elevation:17 ft Timestamp:2021-07-13T21:29:12.487Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.373 MCER ground motion (period=0.2s) S1 0.487 MCER ground motion (period=1.0s) SMS 1.648 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.099 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CR1 0.92 Coefficient of risk (1.0s) PGA 0.601 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.722 Site modified peak ground acceleration 17 ft Report a map errorMap data ©2021 Google, INEGI PA2022-0167 7/13/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.5958784&lng=-117.8851462&address=2050 E Oceanfront%2C Newport Beach%2C CA 92661%2C USA 2/2 TL 8 Long-period transition period (s) SsRT 1.373 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.515 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.624 Factored deterministic acceleration value (0.2s) S1RT 0.487 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.529 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.819 Factored deterministic acceleration value (1.0s) PGAd 1.056 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation Proposed New Residence Construction 2050 East Oceanfront December 20, 2021 Project No. 1-1201 Page 1 of 1 Newport Beach, California Per Exception #2 of ASCE 7-16 section 11.4.8, a site-specific ground motion hazard analysis is not required for structures on Site Class D with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient, Cs, is determined in accordance with procedures outlined in this section. Therefore, the values for SM1, SD1, Fv, and SDC, have been tabulated in accordance with ASCE 7-16 procedures and are included in the table below. The applicability of the parameters provided below should be verified by the Structural Engineer for conformance to local laws and ordinances. Parameter Value Description SM1 0.883 Site-modified spectral acceleration value SD1 0.589 Numeric seismic design value at 1.0s SA Fv 1.813 Site amplification factor at 1.0s SDC D Seismic design category 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation December 20, 2021 Proposed New Residence Construction Project No. 1-1201 2050 East Oceanfront Newport Beach, California APPENDIX D LIQUEFACTION ANALYSIS RESULTS 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 Preliminary Geotechnical Investigation / Engineering Geologic Evaluation Proposed New Residence Construction 2050 East Oceanfront December 20, 2021 Project No. 1-1201 Page 1 of 1 Newport Beach, California Liquefaction Analysis Assumptions Seismic settlement analyses for the subject property were performed using LiquefyPro (Version 5.9a) computer program developed by CivilTech Software based on the soil profiles, SPT / converted Mod Cal blow counts, and laboratory data obtained during our investigation. The following design earthquake parameters were considered in these analyses: •Magnitude (M) = 7.5 •Modified peak horizontal ground acceleration (PGAM) = 0.722g (no magnitude scaling factor) •Deterministic peak horizontal ground acceleration (PGAD) = 1.056 •Historic high groundwater depth of 3 feet below ground surface according to the Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5-Minute Quadrangles. To account for elevation differences between the front and rear of the property (approximately 13.3 feet and 18.73 feet, respectively), a groundwater elevation of 10.3 feet (or a depth of 3 feet and 8.4 feet for the front and rear of the property, respectively) was used in these analyses. The results of these liquefaction analyses are attached in this Appendix D. 350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 e oceanfront B-1 Plate A-1 Hole No.=1 Water Depth=3 ft Surface Elev.=13.3 Magnitude=7.5 Acceleration=.722g (ft)0 2 4 6 8 10 12 14 13 116.42.4 13 23 31 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 1Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 1.85 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 4:17:26 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-1 only).liq Title: 2050 e oceanfront Subtitle: B-1 Surface Elev.=13.3 Hole No.=1 Depth of Hole= 14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration= 0.72 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=13.3 Hole No.=1 Depth of Hole=14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration=0.72 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 13.00 116.40 2.40 7.50 13.00 116.40 2.40 10.00 23.00 116.40 2.40 12.50 31.00 116.40 2.40 ____________________________________ Output Results: Settlement of Saturated Sands=1.55 in. Settlement of Unsaturated Sands=0.30 in. Total Settlement of Saturated and Unsaturated Sands=1.85 in. Differential Settlement=0.927 to 1.224 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.18 0.61 5.00 1.55 0.30 1.85 0.05 0.18 0.61 5.00 1.55 0.30 1.85 0.10 0.18 0.61 5.00 1.55 0.30 1.85 0.15 0.18 0.61 5.00 1.55 0.30 1.85 0.20 0.18 0.61 5.00 1.55 0.30 1.85 0.25 0.18 0.61 5.00 1.55 0.30 1.85 0.30 0.18 0.61 5.00 1.55 0.30 1.85 0.35 0.18 0.61 5.00 1.55 0.30 1.85 0.40 0.18 0.61 5.00 1.55 0.30 1.85 0.45 0.18 0.61 5.00 1.55 0.30 1.85 0.50 0.18 0.61 5.00 1.55 0.30 1.85 0.55 0.18 0.61 5.00 1.55 0.30 1.85 0.60 0.18 0.61 5.00 1.55 0.30 1.85 0.65 0.18 0.61 5.00 1.55 0.30 1.85 0.70 0.18 0.61 5.00 1.55 0.30 1.85 0.75 0.18 0.61 5.00 1.55 0.30 1.85 0.80 0.18 0.61 5.00 1.55 0.30 1.85 0.85 0.18 0.61 5.00 1.55 0.30 1.85 0.90 0.18 0.61 5.00 1.55 0.30 1.85 0.95 0.18 0.61 5.00 1.55 0.30 1.85 1.00 0.18 0.61 5.00 1.55 0.30 1.85 1.05 0.18 0.61 5.00 1.55 0.30 1.85 1.10 0.18 0.61 5.00 1.55 0.30 1.85 1.15 0.18 0.61 5.00 1.55 0.30 1.85 1.20 0.18 0.61 5.00 1.55 0.30 1.85 1.25 0.18 0.61 5.00 1.55 0.30 1.85 1.30 0.18 0.61 5.00 1.55 0.30 1.85 1.35 0.18 0.61 5.00 1.55 0.29 1.84 1.40 0.18 0.61 5.00 1.55 0.29 1.84 1.45 0.18 0.61 5.00 1.55 0.29 1.84 1.50 0.18 0.61 5.00 1.55 0.29 1.84 PA2022-0167 1.55 0.18 0.61 5.00 1.55 0.29 1.84 1.60 0.18 0.61 5.00 1.55 0.29 1.84 1.65 0.18 0.61 5.00 1.55 0.29 1.84 1.70 0.18 0.61 5.00 1.55 0.29 1.84 1.75 0.18 0.61 5.00 1.55 0.29 1.84 1.80 0.18 0.61 5.00 1.55 0.29 1.84 1.85 0.18 0.61 5.00 1.55 0.28 1.83 1.90 0.18 0.61 5.00 1.55 0.28 1.83 1.95 0.18 0.61 5.00 1.55 0.28 1.83 2.00 0.18 0.61 5.00 1.55 0.28 1.83 2.05 0.18 0.61 5.00 1.55 0.27 1.82 2.10 0.18 0.61 5.00 1.55 0.27 1.82 2.15 0.18 0.61 5.00 1.55 0.26 1.81 2.20 0.18 0.61 5.00 1.55 0.26 1.81 2.25 0.18 0.61 5.00 1.55 0.25 1.80 2.30 0.18 0.61 5.00 1.55 0.24 1.79 2.35 0.18 0.61 5.00 1.55 0.22 1.77 2.40 0.18 0.61 5.00 1.55 0.21 1.76 2.45 0.18 0.61 5.00 1.55 0.19 1.74 2.50 0.18 0.61 5.00 1.55 0.18 1.72 2.55 0.18 0.61 5.00 1.55 0.16 1.71 2.60 0.18 0.61 5.00 1.55 0.14 1.69 2.65 0.18 0.61 5.00 1.55 0.13 1.68 2.70 0.18 0.61 5.00 1.55 0.11 1.66 2.75 0.18 0.61 5.00 1.55 0.10 1.65 2.80 0.18 0.61 5.00 1.55 0.08 1.63 2.85 0.18 0.61 5.00 1.55 0.06 1.61 2.90 0.18 0.61 5.00 1.55 0.05 1.60 2.95 0.18 0.61 5.00 1.55 0.03 1.58 3.00 0.18 0.61 5.00 1.55 0.02 1.57 3.05 0.18 0.61 0.30* 1.55 0.00 1.55 3.10 0.18 0.61 0.29* 1.54 0.00 1.54 3.15 0.18 0.62 0.29* 1.53 0.00 1.53 3.20 0.18 0.62 0.29* 1.52 0.00 1.52 3.25 0.18 0.63 0.29* 1.51 0.00 1.51 3.30 0.18 0.63 0.28* 1.50 0.00 1.50 3.35 0.18 0.64 0.28* 1.49 0.00 1.49 3.40 0.18 0.64 0.28* 1.47 0.00 1.47 3.45 0.18 0.65 0.28* 1.46 0.00 1.46 3.50 0.18 0.65 0.28* 1.45 0.00 1.45 3.55 0.18 0.65 0.27* 1.44 0.00 1.44 3.60 0.18 0.66 0.27* 1.43 0.00 1.43 3.65 0.18 0.66 0.27* 1.42 0.00 1.42 3.70 0.18 0.67 0.27* 1.41 0.00 1.41 3.75 0.18 0.67 0.27* 1.40 0.00 1.40 3.80 0.18 0.68 0.26* 1.39 0.00 1.39 3.85 0.18 0.68 0.26* 1.38 0.00 1.38 3.90 0.18 0.68 0.26* 1.37 0.00 1.37 3.95 0.18 0.69 0.26* 1.36 0.00 1.36 4.00 0.18 0.69 0.26* 1.35 0.00 1.35 PA2022-0167 4.05 0.18 0.70 0.26* 1.34 0.00 1.34 4.10 0.18 0.70 0.26* 1.32 0.00 1.32 4.15 0.18 0.70 0.25* 1.31 0.00 1.31 4.20 0.18 0.71 0.25* 1.30 0.00 1.30 4.25 0.18 0.71 0.25* 1.29 0.00 1.29 4.30 0.18 0.72 0.25* 1.28 0.00 1.28 4.35 0.18 0.72 0.25* 1.27 0.00 1.27 4.40 0.18 0.72 0.25* 1.26 0.00 1.26 4.45 0.18 0.73 0.25* 1.25 0.00 1.25 4.50 0.18 0.73 0.25* 1.24 0.00 1.24 4.55 0.18 0.73 0.24* 1.23 0.00 1.23 4.60 0.18 0.74 0.24* 1.22 0.00 1.22 4.65 0.18 0.74 0.24* 1.21 0.00 1.21 4.70 0.18 0.74 0.24* 1.20 0.00 1.20 4.75 0.18 0.75 0.24* 1.18 0.00 1.18 4.80 0.18 0.75 0.24* 1.17 0.00 1.17 4.85 0.18 0.75 0.24* 1.16 0.00 1.16 4.90 0.18 0.76 0.24* 1.15 0.00 1.15 4.95 0.18 0.76 0.24* 1.14 0.00 1.14 5.00 0.18 0.76 0.23* 1.13 0.00 1.13 5.05 0.18 0.77 0.23* 1.12 0.00 1.12 5.10 0.18 0.77 0.23* 1.11 0.00 1.11 5.15 0.18 0.77 0.23* 1.10 0.00 1.10 5.20 0.18 0.77 0.23* 1.09 0.00 1.09 5.25 0.18 0.78 0.23* 1.08 0.00 1.08 5.30 0.18 0.78 0.23* 1.07 0.00 1.07 5.35 0.18 0.78 0.23* 1.06 0.00 1.06 5.40 0.18 0.79 0.23* 1.05 0.00 1.05 5.45 0.18 0.79 0.23* 1.03 0.00 1.03 5.50 0.18 0.79 0.23* 1.02 0.00 1.02 5.55 0.18 0.79 0.23* 1.01 0.00 1.01 5.60 0.18 0.80 0.22* 1.00 0.00 1.00 5.65 0.18 0.80 0.22* 0.99 0.00 0.99 5.70 0.18 0.80 0.22* 0.98 0.00 0.98 5.75 0.18 0.80 0.22* 0.97 0.00 0.97 5.80 0.18 0.81 0.22* 0.96 0.00 0.96 5.85 0.18 0.81 0.22* 0.95 0.00 0.95 5.90 0.18 0.81 0.22* 0.94 0.00 0.94 5.95 0.18 0.81 0.22* 0.93 0.00 0.93 6.00 0.18 0.82 0.22* 0.92 0.00 0.92 6.05 0.18 0.82 0.22* 0.91 0.00 0.91 6.10 0.18 0.82 0.22* 0.89 0.00 0.89 6.15 0.18 0.82 0.22* 0.88 0.00 0.88 6.20 0.18 0.83 0.22* 0.87 0.00 0.87 6.25 0.18 0.83 0.22* 0.86 0.00 0.86 6.30 0.18 0.83 0.22* 0.85 0.00 0.85 6.35 0.18 0.83 0.21* 0.84 0.00 0.84 6.40 0.18 0.84 0.21* 0.83 0.00 0.83 6.45 0.18 0.84 0.21* 0.82 0.00 0.82 6.50 0.18 0.84 0.21* 0.81 0.00 0.81 PA2022-0167 6.55 0.18 0.84 0.21* 0.80 0.00 0.80 6.60 0.17 0.84 0.21* 0.79 0.00 0.79 6.65 0.17 0.85 0.21* 0.78 0.00 0.78 6.70 0.17 0.85 0.20* 0.77 0.00 0.77 6.75 0.17 0.85 0.20* 0.75 0.00 0.75 6.80 0.17 0.85 0.20* 0.74 0.00 0.74 6.85 0.17 0.85 0.20* 0.73 0.00 0.73 6.90 0.17 0.86 0.20* 0.72 0.00 0.72 6.95 0.17 0.86 0.20* 0.71 0.00 0.71 7.00 0.17 0.86 0.20* 0.70 0.00 0.70 7.05 0.17 0.86 0.20* 0.69 0.00 0.69 7.10 0.17 0.86 0.20* 0.68 0.00 0.68 7.15 0.17 0.87 0.19* 0.67 0.00 0.67 7.20 0.17 0.87 0.19* 0.65 0.00 0.65 7.25 0.17 0.87 0.19* 0.64 0.00 0.64 7.30 0.17 0.87 0.19* 0.63 0.00 0.63 7.35 0.17 0.87 0.19* 0.62 0.00 0.62 7.40 0.17 0.88 0.19* 0.61 0.00 0.61 7.45 0.16 0.88 0.19* 0.60 0.00 0.60 7.50 0.16 0.88 0.19* 0.59 0.00 0.59 7.55 0.17 0.88 0.19* 0.57 0.00 0.57 7.60 0.17 0.88 0.19* 0.56 0.00 0.56 7.65 0.17 0.88 0.19* 0.55 0.00 0.55 7.70 0.17 0.89 0.20* 0.54 0.00 0.54 7.75 0.18 0.89 0.20* 0.53 0.00 0.53 7.80 0.18 0.89 0.20* 0.52 0.00 0.52 7.85 0.18 0.89 0.20* 0.51 0.00 0.51 7.90 0.18 0.89 0.20* 0.50 0.00 0.50 7.95 0.18 0.89 0.21* 0.49 0.00 0.49 8.00 0.19 0.90 0.21* 0.48 0.00 0.48 8.05 0.19 0.90 0.21* 0.47 0.00 0.47 8.10 0.19 0.90 0.21* 0.46 0.00 0.46 8.15 0.19 0.90 0.21* 0.45 0.00 0.45 8.20 0.19 0.90 0.22* 0.44 0.00 0.44 8.25 0.22 0.90 0.25* 0.43 0.00 0.43 8.30 0.23 0.91 0.25* 0.42 0.00 0.42 8.35 0.23 0.91 0.25* 0.41 0.00 0.41 8.40 0.23 0.91 0.26* 0.40 0.00 0.40 8.45 0.24 0.91 0.26* 0.39 0.00 0.39 8.50 0.24 0.91 0.26* 0.38 0.00 0.38 8.55 0.24 0.91 0.26* 0.37 0.00 0.37 8.60 0.24 0.91 0.27* 0.37 0.00 0.37 8.65 0.25 0.92 0.27* 0.36 0.00 0.36 8.70 0.25 0.92 0.27* 0.35 0.00 0.35 8.75 0.25 0.92 0.27* 0.34 0.00 0.34 8.80 0.26 0.92 0.28* 0.33 0.00 0.33 8.85 0.26 0.92 0.28* 0.33 0.00 0.33 8.90 0.26 0.92 0.28* 0.32 0.00 0.32 8.95 0.26 0.92 0.29* 0.31 0.00 0.31 9.00 0.27 0.93 0.29* 0.30 0.00 0.30 PA2022-0167 9.05 0.27 0.93 0.29* 0.30 0.00 0.30 9.10 0.27 0.93 0.30* 0.29 0.00 0.29 9.15 0.28 0.93 0.30* 0.28 0.00 0.28 9.20 0.28 0.93 0.30* 0.27 0.00 0.27 9.25 0.28 0.93 0.31* 0.27 0.00 0.27 9.30 0.29 0.93 0.31* 0.26 0.00 0.26 9.35 0.29 0.93 0.31* 0.25 0.00 0.25 9.40 0.30 0.94 0.32* 0.25 0.00 0.25 9.45 0.30 0.94 0.32* 0.24 0.00 0.24 9.50 0.30 0.94 0.32* 0.23 0.00 0.23 9.55 0.31 0.94 0.33* 0.22 0.00 0.22 9.60 0.31 0.94 0.33* 0.22 0.00 0.22 9.65 0.32 0.94 0.34* 0.21 0.00 0.21 9.70 0.32 0.94 0.34* 0.21 0.00 0.21 9.75 0.33 0.94 0.34* 0.20 0.00 0.20 9.80 0.33 0.95 0.35* 0.19 0.00 0.19 9.85 0.34 0.95 0.35* 0.19 0.00 0.19 9.90 0.34 0.95 0.36* 0.18 0.00 0.18 9.95 0.35 0.95 0.36* 0.17 0.00 0.17 10.00 0.35 0.95 0.37* 0.17 0.00 0.17 10.05 0.36 0.95 0.38* 0.16 0.00 0.16 10.10 0.36 0.95 0.38* 0.16 0.00 0.16 10.15 0.37 0.95 0.39* 0.15 0.00 0.15 10.20 0.37 0.95 0.39* 0.15 0.00 0.15 10.25 0.38 0.96 0.40* 0.14 0.00 0.14 10.30 0.39 0.96 0.40* 0.14 0.00 0.14 10.35 0.40 0.96 0.41* 0.13 0.00 0.13 10.40 0.41 0.96 0.42* 0.13 0.00 0.13 10.45 0.42 0.96 0.44* 0.12 0.00 0.12 10.50 0.44 0.96 0.46* 0.12 0.00 0.12 10.55 0.47 0.96 0.49* 0.11 0.00 0.11 10.60 0.50 0.96 0.52* 0.11 0.00 0.11 10.65 0.50 0.96 0.52* 0.10 0.00 0.10 10.70 0.50 0.96 0.52* 0.10 0.00 0.10 10.75 0.50 0.97 0.52* 0.09 0.00 0.09 10.80 0.50 0.97 0.52* 0.09 0.00 0.09 10.85 0.50 0.97 0.52* 0.09 0.00 0.09 10.90 0.50 0.97 0.52* 0.08 0.00 0.08 10.95 0.50 0.97 0.52* 0.08 0.00 0.08 11.00 0.50 0.97 0.52* 0.08 0.00 0.08 11.05 0.50 0.97 0.51* 0.07 0.00 0.07 11.10 0.50 0.97 0.51* 0.07 0.00 0.07 11.15 0.50 0.97 0.51* 0.07 0.00 0.07 11.20 0.50 0.97 0.51* 0.06 0.00 0.06 11.25 0.50 0.98 0.51* 0.06 0.00 0.06 11.30 0.50 0.98 0.51* 0.06 0.00 0.06 11.35 0.50 0.98 0.51* 0.05 0.00 0.05 11.40 0.50 0.98 0.51* 0.05 0.00 0.05 11.45 0.50 0.98 0.51* 0.05 0.00 0.05 11.50 0.50 0.98 0.51* 0.05 0.00 0.05 PA2022-0167 11.55 0.50 0.98 0.51* 0.05 0.00 0.05 11.60 0.50 0.98 0.51* 0.04 0.00 0.04 11.65 0.50 0.98 0.51* 0.04 0.00 0.04 11.70 0.50 0.98 0.51* 0.04 0.00 0.04 11.75 0.50 0.98 0.51* 0.04 0.00 0.04 11.80 0.50 0.98 0.51* 0.04 0.00 0.04 11.85 0.50 0.99 0.51* 0.04 0.00 0.04 11.90 0.50 0.99 0.51* 0.04 0.00 0.04 11.95 0.50 0.99 0.51* 0.04 0.00 0.04 12.00 0.50 0.99 0.51* 0.03 0.00 0.03 12.05 0.50 0.99 0.51* 0.03 0.00 0.03 12.10 0.50 0.99 0.51* 0.03 0.00 0.03 12.15 0.50 0.99 0.50* 0.03 0.00 0.03 12.20 0.50 0.99 0.50* 0.03 0.00 0.03 12.25 0.50 0.99 0.50* 0.03 0.00 0.03 12.30 0.50 0.99 0.50* 0.03 0.00 0.03 12.35 0.50 0.99 0.50* 0.03 0.00 0.03 12.40 0.50 0.99 0.50* 0.03 0.00 0.03 12.45 0.50 1.00 0.50* 0.03 0.00 0.03 12.50 0.50 1.00 0.50* 0.03 0.00 0.03 12.55 0.50 1.00 0.50* 0.03 0.00 0.03 12.60 0.50 1.00 0.50* 0.02 0.00 0.02 12.65 0.50 1.00 0.50* 0.02 0.00 0.02 12.70 0.50 1.00 0.50* 0.02 0.00 0.02 12.75 0.50 1.00 0.50* 0.02 0.00 0.02 12.80 0.50 1.00 0.50* 0.02 0.00 0.02 12.85 0.50 1.00 0.50* 0.02 0.00 0.02 12.90 0.50 1.00 0.50* 0.02 0.00 0.02 12.95 0.50 1.00 0.50* 0.02 0.00 0.02 13.00 0.50 1.00 0.50* 0.02 0.00 0.02 13.05 0.50 1.00 0.50* 0.02 0.00 0.02 13.10 0.50 1.00 0.50* 0.02 0.00 0.02 13.15 0.50 1.01 0.50* 0.02 0.00 0.02 13.20 0.50 1.01 0.50* 0.01 0.00 0.01 13.25 0.50 1.01 0.50* 0.01 0.00 0.01 13.30 0.50 1.01 0.50* 0.01 0.00 0.01 13.35 0.50 1.01 0.50* 0.01 0.00 0.01 13.40 0.50 1.01 0.50* 0.01 0.00 0.01 13.45 0.50 1.01 0.50* 0.01 0.00 0.01 13.50 0.50 1.01 0.49* 0.01 0.00 0.01 13.55 0.50 1.01 0.49* 0.01 0.00 0.01 13.60 0.50 1.01 0.49* 0.01 0.00 0.01 13.65 0.50 1.01 0.49* 0.01 0.00 0.01 13.70 0.50 1.01 0.49* 0.01 0.00 0.01 13.75 0.50 1.01 0.49* 0.00 0.00 0.00 13.80 0.50 1.01 0.49* 0.00 0.00 0.00 13.85 0.50 1.01 0.49* 0.00 0.00 0.00 13.90 0.50 1.02 0.49* 0.00 0.00 0.00 13.95 0.50 1.02 0.49* 0.00 0.00 0.00 14.00 0.50 1.02 0.49* 0.00 0.00 0.00 PA2022-0167 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 e oceanfront B-1 Plate A-1 Hole No.=1 Water Depth=3 ft Surface Elev.=13.3 Magnitude=7.5 Acceleration=1.056g (ft)0 2 4 6 8 10 12 14 13 116.42.4 13 23 31 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 1Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 2.21 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 5:45:39 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-1 only).liq Title: 2050 e oceanfront Subtitle: B-1 Surface Elev.=13.3 Hole No.=1 Depth of Hole= 14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration= 1.06 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=13.3 Hole No.=1 Depth of Hole=14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration=1.06 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 13.00 116.40 2.40 7.50 13.00 116.40 2.40 10.00 23.00 116.40 2.40 12.50 31.00 116.40 2.40 ____________________________________ Output Results: Settlement of Saturated Sands=1.55 in. Settlement of Unsaturated Sands=0.66 in. Total Settlement of Saturated and Unsaturated Sands=2.21 in. Differential Settlement=1.103 to 1.456 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.18 0.89 5.00 1.55 0.66 2.21 0.05 0.18 0.89 5.00 1.55 0.66 2.21 0.10 0.18 0.89 5.00 1.55 0.66 2.21 0.15 0.18 0.89 5.00 1.55 0.66 2.21 0.20 0.18 0.89 5.00 1.55 0.66 2.21 0.25 0.18 0.89 5.00 1.55 0.66 2.21 0.30 0.18 0.89 5.00 1.55 0.66 2.21 0.35 0.18 0.89 5.00 1.55 0.66 2.21 0.40 0.18 0.89 5.00 1.55 0.65 2.20 0.45 0.18 0.89 5.00 1.55 0.65 2.20 0.50 0.18 0.89 5.00 1.55 0.65 2.20 0.55 0.18 0.89 5.00 1.55 0.65 2.20 0.60 0.18 0.89 5.00 1.55 0.65 2.20 0.65 0.18 0.89 5.00 1.55 0.65 2.20 0.70 0.18 0.89 5.00 1.55 0.65 2.20 0.75 0.18 0.89 5.00 1.55 0.65 2.20 0.80 0.18 0.89 5.00 1.55 0.65 2.20 0.85 0.18 0.89 5.00 1.55 0.65 2.20 0.90 0.18 0.89 5.00 1.55 0.65 2.20 0.95 0.18 0.89 5.00 1.55 0.64 2.19 1.00 0.18 0.89 5.00 1.55 0.64 2.19 1.05 0.18 0.89 5.00 1.55 0.63 2.18 1.10 0.18 0.89 5.00 1.55 0.62 2.17 1.15 0.18 0.89 5.00 1.55 0.61 2.15 1.20 0.18 0.89 5.00 1.55 0.59 2.14 1.25 0.18 0.89 5.00 1.55 0.57 2.12 1.30 0.18 0.89 5.00 1.55 0.56 2.11 1.35 0.18 0.89 5.00 1.55 0.54 2.09 1.40 0.18 0.89 5.00 1.55 0.53 2.08 1.45 0.18 0.89 5.00 1.55 0.51 2.06 1.50 0.18 0.89 5.00 1.55 0.49 2.04 PA2022-0167 1.55 0.18 0.89 5.00 1.55 0.48 2.03 1.60 0.18 0.89 5.00 1.55 0.46 2.01 1.65 0.18 0.89 5.00 1.55 0.45 2.00 1.70 0.18 0.89 5.00 1.55 0.43 1.98 1.75 0.18 0.89 5.00 1.55 0.41 1.96 1.80 0.18 0.89 5.00 1.55 0.40 1.95 1.85 0.18 0.89 5.00 1.55 0.38 1.93 1.90 0.18 0.89 5.00 1.55 0.37 1.92 1.95 0.18 0.89 5.00 1.55 0.35 1.90 2.00 0.18 0.89 5.00 1.55 0.33 1.88 2.05 0.18 0.89 5.00 1.55 0.32 1.87 2.10 0.18 0.89 5.00 1.55 0.30 1.85 2.15 0.18 0.89 5.00 1.55 0.29 1.84 2.20 0.18 0.89 5.00 1.55 0.27 1.82 2.25 0.18 0.89 5.00 1.55 0.25 1.80 2.30 0.18 0.89 5.00 1.55 0.24 1.79 2.35 0.18 0.89 5.00 1.55 0.22 1.77 2.40 0.18 0.89 5.00 1.55 0.21 1.76 2.45 0.18 0.89 5.00 1.55 0.19 1.74 2.50 0.18 0.89 5.00 1.55 0.18 1.72 2.55 0.18 0.89 5.00 1.55 0.16 1.71 2.60 0.18 0.89 5.00 1.55 0.14 1.69 2.65 0.18 0.89 5.00 1.55 0.13 1.68 2.70 0.18 0.89 5.00 1.55 0.11 1.66 2.75 0.18 0.89 5.00 1.55 0.10 1.65 2.80 0.18 0.89 5.00 1.55 0.08 1.63 2.85 0.18 0.89 5.00 1.55 0.06 1.61 2.90 0.18 0.89 5.00 1.55 0.05 1.60 2.95 0.18 0.89 5.00 1.55 0.03 1.58 3.00 0.18 0.89 5.00 1.55 0.02 1.57 3.05 0.18 0.89 0.20* 1.55 0.00 1.55 3.10 0.18 0.89 0.20* 1.54 0.00 1.54 3.15 0.18 0.90 0.20* 1.53 0.00 1.53 3.20 0.18 0.91 0.20* 1.52 0.00 1.52 3.25 0.18 0.92 0.20* 1.51 0.00 1.51 3.30 0.18 0.92 0.19* 1.50 0.00 1.50 3.35 0.18 0.93 0.19* 1.49 0.00 1.49 3.40 0.18 0.94 0.19* 1.47 0.00 1.47 3.45 0.18 0.94 0.19* 1.46 0.00 1.46 3.50 0.18 0.95 0.19* 1.45 0.00 1.45 3.55 0.18 0.96 0.19* 1.44 0.00 1.44 3.60 0.18 0.96 0.19* 1.43 0.00 1.43 3.65 0.18 0.97 0.18* 1.42 0.00 1.42 3.70 0.18 0.98 0.18* 1.41 0.00 1.41 3.75 0.18 0.98 0.18* 1.40 0.00 1.40 3.80 0.18 0.99 0.18* 1.39 0.00 1.39 3.85 0.18 1.00 0.18* 1.38 0.00 1.38 3.90 0.18 1.00 0.18* 1.37 0.00 1.37 3.95 0.18 1.01 0.18* 1.36 0.00 1.36 4.00 0.18 1.01 0.18* 1.35 0.00 1.35 PA2022-0167 4.05 0.18 1.02 0.18* 1.34 0.00 1.34 4.10 0.18 1.02 0.17* 1.32 0.00 1.32 4.15 0.18 1.03 0.17* 1.31 0.00 1.31 4.20 0.18 1.04 0.17* 1.30 0.00 1.30 4.25 0.18 1.04 0.17* 1.29 0.00 1.29 4.30 0.18 1.05 0.17* 1.28 0.00 1.28 4.35 0.18 1.05 0.17* 1.27 0.00 1.27 4.40 0.18 1.06 0.17* 1.26 0.00 1.26 4.45 0.18 1.06 0.17* 1.25 0.00 1.25 4.50 0.18 1.07 0.17* 1.24 0.00 1.24 4.55 0.18 1.07 0.17* 1.23 0.00 1.23 4.60 0.18 1.08 0.17* 1.22 0.00 1.22 4.65 0.18 1.08 0.17* 1.21 0.00 1.21 4.70 0.18 1.09 0.16* 1.20 0.00 1.20 4.75 0.18 1.09 0.16* 1.18 0.00 1.18 4.80 0.18 1.10 0.16* 1.17 0.00 1.17 4.85 0.18 1.10 0.16* 1.16 0.00 1.16 4.90 0.18 1.11 0.16* 1.15 0.00 1.15 4.95 0.18 1.11 0.16* 1.14 0.00 1.14 5.00 0.18 1.12 0.16* 1.13 0.00 1.13 5.05 0.18 1.12 0.16* 1.12 0.00 1.12 5.10 0.18 1.12 0.16* 1.11 0.00 1.11 5.15 0.18 1.13 0.16* 1.10 0.00 1.10 5.20 0.18 1.13 0.16* 1.09 0.00 1.09 5.25 0.18 1.14 0.16* 1.08 0.00 1.08 5.30 0.18 1.14 0.16* 1.07 0.00 1.07 5.35 0.18 1.15 0.16* 1.06 0.00 1.06 5.40 0.18 1.15 0.16* 1.05 0.00 1.05 5.45 0.18 1.15 0.16* 1.03 0.00 1.03 5.50 0.18 1.16 0.15* 1.02 0.00 1.02 5.55 0.18 1.16 0.15* 1.01 0.00 1.01 5.60 0.18 1.17 0.15* 1.00 0.00 1.00 5.65 0.18 1.17 0.15* 0.99 0.00 0.99 5.70 0.18 1.17 0.15* 0.98 0.00 0.98 5.75 0.18 1.18 0.15* 0.97 0.00 0.97 5.80 0.18 1.18 0.15* 0.96 0.00 0.96 5.85 0.18 1.18 0.15* 0.95 0.00 0.95 5.90 0.18 1.19 0.15* 0.94 0.00 0.94 5.95 0.18 1.19 0.15* 0.93 0.00 0.93 6.00 0.18 1.19 0.15* 0.92 0.00 0.92 6.05 0.18 1.20 0.15* 0.91 0.00 0.91 6.10 0.18 1.20 0.15* 0.89 0.00 0.89 6.15 0.18 1.21 0.15* 0.88 0.00 0.88 6.20 0.18 1.21 0.15* 0.87 0.00 0.87 6.25 0.18 1.21 0.15* 0.86 0.00 0.86 6.30 0.18 1.22 0.15* 0.85 0.00 0.85 6.35 0.18 1.22 0.15* 0.84 0.00 0.84 6.40 0.18 1.22 0.15* 0.83 0.00 0.83 6.45 0.18 1.23 0.14* 0.82 0.00 0.82 6.50 0.18 1.23 0.14* 0.81 0.00 0.81 PA2022-0167 6.55 0.18 1.23 0.14* 0.80 0.00 0.80 6.60 0.17 1.23 0.14* 0.79 0.00 0.79 6.65 0.17 1.24 0.14* 0.78 0.00 0.78 6.70 0.17 1.24 0.14* 0.77 0.00 0.77 6.75 0.17 1.24 0.14* 0.75 0.00 0.75 6.80 0.17 1.25 0.14* 0.74 0.00 0.74 6.85 0.17 1.25 0.14* 0.73 0.00 0.73 6.90 0.17 1.25 0.14* 0.72 0.00 0.72 6.95 0.17 1.26 0.14* 0.71 0.00 0.71 7.00 0.17 1.26 0.13* 0.70 0.00 0.70 7.05 0.17 1.26 0.13* 0.69 0.00 0.69 7.10 0.17 1.26 0.13* 0.68 0.00 0.68 7.15 0.17 1.27 0.13* 0.67 0.00 0.67 7.20 0.17 1.27 0.13* 0.65 0.00 0.65 7.25 0.17 1.27 0.13* 0.64 0.00 0.64 7.30 0.17 1.28 0.13* 0.63 0.00 0.63 7.35 0.17 1.28 0.13* 0.62 0.00 0.62 7.40 0.17 1.28 0.13* 0.61 0.00 0.61 7.45 0.16 1.28 0.13* 0.60 0.00 0.60 7.50 0.16 1.29 0.13* 0.59 0.00 0.59 7.55 0.17 1.29 0.13* 0.57 0.00 0.57 7.60 0.17 1.29 0.13* 0.56 0.00 0.56 7.65 0.17 1.29 0.13* 0.55 0.00 0.55 7.70 0.17 1.30 0.13* 0.54 0.00 0.54 7.75 0.18 1.30 0.13* 0.53 0.00 0.53 7.80 0.18 1.30 0.14* 0.52 0.00 0.52 7.85 0.18 1.30 0.14* 0.51 0.00 0.51 7.90 0.18 1.31 0.14* 0.50 0.00 0.50 7.95 0.18 1.31 0.14* 0.49 0.00 0.49 8.00 0.19 1.31 0.14* 0.48 0.00 0.48 8.05 0.19 1.31 0.14* 0.47 0.00 0.47 8.10 0.19 1.31 0.14* 0.46 0.00 0.46 8.15 0.19 1.32 0.15* 0.45 0.00 0.45 8.20 0.19 1.32 0.15* 0.44 0.00 0.44 8.25 0.22 1.32 0.17* 0.43 0.00 0.43 8.30 0.23 1.32 0.17* 0.42 0.00 0.42 8.35 0.23 1.33 0.17* 0.41 0.00 0.41 8.40 0.23 1.33 0.17* 0.40 0.00 0.40 8.45 0.24 1.33 0.18* 0.39 0.00 0.39 8.50 0.24 1.33 0.18* 0.38 0.00 0.38 8.55 0.24 1.33 0.18* 0.37 0.00 0.37 8.60 0.24 1.34 0.18* 0.37 0.00 0.37 8.65 0.25 1.34 0.18* 0.36 0.00 0.36 8.70 0.25 1.34 0.19* 0.35 0.00 0.35 8.75 0.25 1.34 0.19* 0.34 0.00 0.34 8.80 0.26 1.35 0.19* 0.33 0.00 0.33 8.85 0.26 1.35 0.19* 0.33 0.00 0.33 8.90 0.26 1.35 0.19* 0.32 0.00 0.32 8.95 0.26 1.35 0.20* 0.31 0.00 0.31 9.00 0.27 1.35 0.20* 0.30 0.00 0.30 PA2022-0167 9.05 0.27 1.36 0.20* 0.30 0.00 0.30 9.10 0.27 1.36 0.20* 0.29 0.00 0.29 9.15 0.28 1.36 0.20* 0.28 0.00 0.28 9.20 0.28 1.36 0.21* 0.27 0.00 0.27 9.25 0.28 1.36 0.21* 0.27 0.00 0.27 9.30 0.29 1.36 0.21* 0.26 0.00 0.26 9.35 0.29 1.37 0.21* 0.25 0.00 0.25 9.40 0.30 1.37 0.22* 0.25 0.00 0.25 9.45 0.30 1.37 0.22* 0.24 0.00 0.24 9.50 0.30 1.37 0.22* 0.23 0.00 0.23 9.55 0.31 1.37 0.22* 0.22 0.00 0.22 9.60 0.31 1.38 0.23* 0.22 0.00 0.22 9.65 0.32 1.38 0.23* 0.21 0.00 0.21 9.70 0.32 1.38 0.23* 0.21 0.00 0.21 9.75 0.33 1.38 0.24* 0.20 0.00 0.20 9.80 0.33 1.38 0.24* 0.19 0.00 0.19 9.85 0.34 1.38 0.24* 0.19 0.00 0.19 9.90 0.34 1.39 0.25* 0.18 0.00 0.18 9.95 0.35 1.39 0.25* 0.17 0.00 0.17 10.00 0.35 1.39 0.25* 0.17 0.00 0.17 10.05 0.36 1.39 0.26* 0.16 0.00 0.16 10.10 0.36 1.39 0.26* 0.16 0.00 0.16 10.15 0.37 1.39 0.26* 0.15 0.00 0.15 10.20 0.37 1.40 0.27* 0.15 0.00 0.15 10.25 0.38 1.40 0.27* 0.14 0.00 0.14 10.30 0.39 1.40 0.28* 0.14 0.00 0.14 10.35 0.40 1.40 0.28* 0.13 0.00 0.13 10.40 0.41 1.40 0.29* 0.13 0.00 0.13 10.45 0.42 1.40 0.30* 0.12 0.00 0.12 10.50 0.44 1.40 0.31* 0.12 0.00 0.12 10.55 0.47 1.41 0.34* 0.11 0.00 0.11 10.60 0.50 1.41 0.36* 0.11 0.00 0.11 10.65 0.50 1.41 0.35* 0.10 0.00 0.10 10.70 0.50 1.41 0.35* 0.10 0.00 0.10 10.75 0.50 1.41 0.35* 0.09 0.00 0.09 10.80 0.50 1.41 0.35* 0.09 0.00 0.09 10.85 0.50 1.42 0.35* 0.09 0.00 0.09 10.90 0.50 1.42 0.35* 0.08 0.00 0.08 10.95 0.50 1.42 0.35* 0.08 0.00 0.08 11.00 0.50 1.42 0.35* 0.08 0.00 0.08 11.05 0.50 1.42 0.35* 0.07 0.00 0.07 11.10 0.50 1.42 0.35* 0.07 0.00 0.07 11.15 0.50 1.42 0.35* 0.07 0.00 0.07 11.20 0.50 1.42 0.35* 0.06 0.00 0.06 11.25 0.50 1.43 0.35* 0.06 0.00 0.06 11.30 0.50 1.43 0.35* 0.06 0.00 0.06 11.35 0.50 1.43 0.35* 0.05 0.00 0.05 11.40 0.50 1.43 0.35* 0.05 0.00 0.05 11.45 0.50 1.43 0.35* 0.05 0.00 0.05 11.50 0.50 1.43 0.35* 0.05 0.00 0.05 PA2022-0167 11.55 0.50 1.43 0.35* 0.05 0.00 0.05 11.60 0.50 1.44 0.35* 0.04 0.00 0.04 11.65 0.50 1.44 0.35* 0.04 0.00 0.04 11.70 0.50 1.44 0.35* 0.04 0.00 0.04 11.75 0.50 1.44 0.35* 0.04 0.00 0.04 11.80 0.50 1.44 0.35* 0.04 0.00 0.04 11.85 0.50 1.44 0.35* 0.04 0.00 0.04 11.90 0.50 1.44 0.35* 0.04 0.00 0.04 11.95 0.50 1.44 0.35* 0.04 0.00 0.04 12.00 0.50 1.45 0.35* 0.03 0.00 0.03 12.05 0.50 1.45 0.35* 0.03 0.00 0.03 12.10 0.50 1.45 0.35* 0.03 0.00 0.03 12.15 0.50 1.45 0.35* 0.03 0.00 0.03 12.20 0.50 1.45 0.34* 0.03 0.00 0.03 12.25 0.50 1.45 0.34* 0.03 0.00 0.03 12.30 0.50 1.45 0.34* 0.03 0.00 0.03 12.35 0.50 1.45 0.34* 0.03 0.00 0.03 12.40 0.50 1.45 0.34* 0.03 0.00 0.03 12.45 0.50 1.46 0.34* 0.03 0.00 0.03 12.50 0.50 1.46 0.34* 0.03 0.00 0.03 12.55 0.50 1.46 0.34* 0.03 0.00 0.03 12.60 0.50 1.46 0.34* 0.02 0.00 0.02 12.65 0.50 1.46 0.34* 0.02 0.00 0.02 12.70 0.50 1.46 0.34* 0.02 0.00 0.02 12.75 0.50 1.46 0.34* 0.02 0.00 0.02 12.80 0.50 1.46 0.34* 0.02 0.00 0.02 12.85 0.50 1.46 0.34* 0.02 0.00 0.02 12.90 0.50 1.47 0.34* 0.02 0.00 0.02 12.95 0.50 1.47 0.34* 0.02 0.00 0.02 13.00 0.50 1.47 0.34* 0.02 0.00 0.02 13.05 0.50 1.47 0.34* 0.02 0.00 0.02 13.10 0.50 1.47 0.34* 0.02 0.00 0.02 13.15 0.50 1.47 0.34* 0.02 0.00 0.02 13.20 0.50 1.47 0.34* 0.01 0.00 0.01 13.25 0.50 1.47 0.34* 0.01 0.00 0.01 13.30 0.50 1.47 0.34* 0.01 0.00 0.01 13.35 0.50 1.47 0.34* 0.01 0.00 0.01 13.40 0.50 1.48 0.34* 0.01 0.00 0.01 13.45 0.50 1.48 0.34* 0.01 0.00 0.01 13.50 0.50 1.48 0.34* 0.01 0.00 0.01 13.55 0.50 1.48 0.34* 0.01 0.00 0.01 13.60 0.50 1.48 0.34* 0.01 0.00 0.01 13.65 0.50 1.48 0.34* 0.01 0.00 0.01 13.70 0.50 1.48 0.34* 0.01 0.00 0.01 13.75 0.50 1.48 0.34* 0.00 0.00 0.00 13.80 0.50 1.48 0.34* 0.00 0.00 0.00 13.85 0.50 1.48 0.34* 0.00 0.00 0.00 13.90 0.50 1.48 0.34* 0.00 0.00 0.00 13.95 0.50 1.49 0.34* 0.00 0.00 0.00 14.00 0.50 1.49 0.34* 0.00 0.00 0.00 PA2022-0167 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 e oceanfront B-3 Plate A-1 Hole No.= Water Depth=3 ft Surface Elev.=13.3 Magnitude=7.5 Acceleration=.722g (ft)0 2 4 6 8 10 12 14 9 94.2 2.5 9 94.2 11 112.6 20 31 128.4 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 2Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 2.30 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 4:02:36 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-3 only).liq Title: 2050 e oceanfront Subtitle: B-3 Only Surface Elev.=13.3 Hole No.= Depth of Hole= 14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration= 0.72 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=13.3 Hole No.= Depth of Hole=14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration=0.72 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 9.00 94.20 2.50 5.00 9.00 94.20 2.50 7.50 11.00 112.60 2.50 10.00 20.00 112.60 2.50 12.50 31.00 128.40 2.50 ____________________________________ Output Results: Settlement of Saturated Sands=1.78 in. Settlement of Unsaturated Sands=0.52 in. Total Settlement of Saturated and Unsaturated Sands=2.30 in. Differential Settlement=1.150 to 1.518 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.12 0.61 5.00 1.78 0.52 2.30 0.05 0.12 0.61 5.00 1.78 0.52 2.30 0.10 0.12 0.61 5.00 1.78 0.52 2.30 0.15 0.12 0.61 5.00 1.78 0.52 2.30 0.20 0.12 0.61 5.00 1.78 0.52 2.30 0.25 0.12 0.61 5.00 1.78 0.52 2.30 0.30 0.12 0.61 5.00 1.78 0.52 2.30 0.35 0.12 0.61 5.00 1.78 0.52 2.30 0.40 0.12 0.61 5.00 1.78 0.52 2.30 0.45 0.12 0.61 5.00 1.78 0.52 2.30 0.50 0.12 0.61 5.00 1.78 0.52 2.30 0.55 0.12 0.61 5.00 1.78 0.52 2.30 0.60 0.12 0.61 5.00 1.78 0.52 2.30 0.65 0.12 0.61 5.00 1.78 0.52 2.29 0.70 0.12 0.61 5.00 1.78 0.51 2.29 0.75 0.12 0.61 5.00 1.78 0.51 2.29 0.80 0.12 0.61 5.00 1.78 0.51 2.29 0.85 0.12 0.61 5.00 1.78 0.51 2.29 0.90 0.12 0.61 5.00 1.78 0.51 2.29 0.95 0.12 0.61 5.00 1.78 0.51 2.29 1.00 0.12 0.61 5.00 1.78 0.51 2.29 1.05 0.12 0.61 5.00 1.78 0.51 2.29 1.10 0.12 0.61 5.00 1.78 0.51 2.29 1.15 0.12 0.61 5.00 1.78 0.51 2.29 1.20 0.12 0.61 5.00 1.78 0.51 2.29 1.25 0.12 0.61 5.00 1.78 0.51 2.29 1.30 0.12 0.61 5.00 1.78 0.51 2.28 1.35 0.12 0.61 5.00 1.78 0.50 2.28 1.40 0.12 0.61 5.00 1.78 0.50 2.28 1.45 0.12 0.61 5.00 1.78 0.50 2.28 PA2022-0167 1.50 0.12 0.61 5.00 1.78 0.50 2.28 1.55 0.12 0.61 5.00 1.78 0.50 2.28 1.60 0.12 0.61 5.00 1.78 0.50 2.28 1.65 0.12 0.61 5.00 1.78 0.50 2.27 1.70 0.12 0.61 5.00 1.78 0.49 2.27 1.75 0.12 0.61 5.00 1.78 0.49 2.27 1.80 0.12 0.61 5.00 1.78 0.49 2.27 1.85 0.12 0.61 5.00 1.78 0.48 2.26 1.90 0.12 0.61 5.00 1.78 0.48 2.26 1.95 0.12 0.61 5.00 1.78 0.47 2.25 2.00 0.12 0.61 5.00 1.78 0.47 2.25 2.05 0.12 0.61 5.00 1.78 0.46 2.24 2.10 0.12 0.61 5.00 1.78 0.45 2.23 2.15 0.12 0.61 5.00 1.78 0.44 2.22 2.20 0.12 0.61 5.00 1.78 0.42 2.20 2.25 0.12 0.61 5.00 1.78 0.41 2.18 2.30 0.12 0.61 5.00 1.78 0.38 2.16 2.35 0.12 0.61 5.00 1.78 0.36 2.13 2.40 0.12 0.61 5.00 1.78 0.33 2.11 2.45 0.12 0.61 5.00 1.78 0.30 2.08 2.50 0.12 0.61 5.00 1.78 0.28 2.06 2.55 0.12 0.61 5.00 1.78 0.25 2.03 2.60 0.12 0.61 5.00 1.78 0.23 2.01 2.65 0.12 0.61 5.00 1.78 0.20 1.98 2.70 0.12 0.61 5.00 1.78 0.18 1.96 2.75 0.12 0.61 5.00 1.78 0.15 1.93 2.80 0.12 0.61 5.00 1.78 0.13 1.91 2.85 0.12 0.61 5.00 1.78 0.10 1.88 2.90 0.12 0.61 5.00 1.78 0.08 1.86 2.95 0.12 0.61 5.00 1.78 0.05 1.83 3.00 0.12 0.61 5.00 1.78 0.03 1.80 3.05 0.12 0.61 0.21* 1.78 0.00 1.78 3.10 0.12 0.61 0.20* 1.77 0.00 1.77 3.15 0.12 0.62 0.20* 1.75 0.00 1.75 3.20 0.12 0.62 0.20* 1.74 0.00 1.74 3.25 0.12 0.63 0.20* 1.72 0.00 1.72 3.30 0.12 0.64 0.19* 1.71 0.00 1.71 3.35 0.12 0.64 0.19* 1.69 0.00 1.69 3.40 0.12 0.65 0.19* 1.68 0.00 1.68 3.45 0.12 0.66 0.19* 1.67 0.00 1.67 3.50 0.12 0.66 0.19* 1.65 0.00 1.65 3.55 0.12 0.67 0.19* 1.64 0.00 1.64 3.60 0.12 0.67 0.18* 1.62 0.00 1.62 3.65 0.12 0.68 0.18* 1.61 0.00 1.61 3.70 0.12 0.68 0.18* 1.60 0.00 1.60 3.75 0.12 0.69 0.18* 1.58 0.00 1.58 3.80 0.12 0.70 0.18* 1.57 0.00 1.57 3.85 0.12 0.70 0.18* 1.55 0.00 1.55 3.90 0.12 0.71 0.18* 1.54 0.00 1.54 3.95 0.12 0.71 0.17* 1.53 0.00 1.53 PA2022-0167 4.00 0.12 0.72 0.17* 1.51 0.00 1.51 4.05 0.12 0.72 0.17* 1.50 0.00 1.50 4.10 0.12 0.73 0.17* 1.48 0.00 1.48 4.15 0.12 0.73 0.17* 1.47 0.00 1.47 4.20 0.12 0.74 0.17* 1.46 0.00 1.46 4.25 0.12 0.74 0.17* 1.44 0.00 1.44 4.30 0.12 0.75 0.17* 1.43 0.00 1.43 4.35 0.12 0.75 0.16* 1.41 0.00 1.41 4.40 0.12 0.76 0.16* 1.40 0.00 1.40 4.45 0.12 0.76 0.16* 1.39 0.00 1.39 4.50 0.12 0.77 0.16* 1.37 0.00 1.37 4.55 0.12 0.77 0.16* 1.36 0.00 1.36 4.60 0.12 0.78 0.16* 1.34 0.00 1.34 4.65 0.12 0.78 0.16* 1.33 0.00 1.33 4.70 0.12 0.79 0.16* 1.32 0.00 1.32 4.75 0.12 0.79 0.16* 1.30 0.00 1.30 4.80 0.12 0.80 0.16* 1.29 0.00 1.29 4.85 0.12 0.80 0.16* 1.27 0.00 1.27 4.90 0.12 0.80 0.15* 1.26 0.00 1.26 4.95 0.12 0.81 0.15* 1.25 0.00 1.25 5.00 0.12 0.81 0.15* 1.23 0.00 1.23 5.05 0.12 0.82 0.15* 1.22 0.00 1.22 5.10 0.13 0.82 0.15* 1.20 0.00 1.20 5.15 0.13 0.83 0.15* 1.19 0.00 1.19 5.20 0.13 0.83 0.15* 1.18 0.00 1.18 5.25 0.13 0.83 0.15* 1.16 0.00 1.16 5.30 0.13 0.84 0.15* 1.15 0.00 1.15 5.35 0.13 0.84 0.15* 1.13 0.00 1.13 5.40 0.13 0.85 0.15* 1.12 0.00 1.12 5.45 0.13 0.85 0.15* 1.11 0.00 1.11 5.50 0.13 0.85 0.15* 1.09 0.00 1.09 5.55 0.13 0.86 0.15* 1.08 0.00 1.08 5.60 0.13 0.86 0.15* 1.07 0.00 1.07 5.65 0.13 0.87 0.15* 1.05 0.00 1.05 5.70 0.13 0.87 0.15* 1.04 0.00 1.04 5.75 0.13 0.87 0.15* 1.03 0.00 1.03 5.80 0.13 0.88 0.15* 1.01 0.00 1.01 5.85 0.13 0.88 0.15* 1.00 0.00 1.00 5.90 0.13 0.88 0.15* 0.99 0.00 0.99 5.95 0.13 0.89 0.15* 0.97 0.00 0.97 6.00 0.14 0.89 0.15* 0.96 0.00 0.96 6.05 0.14 0.89 0.15* 0.95 0.00 0.95 6.10 0.14 0.90 0.15* 0.93 0.00 0.93 6.15 0.14 0.90 0.15* 0.92 0.00 0.92 6.20 0.14 0.90 0.15* 0.91 0.00 0.91 6.25 0.14 0.91 0.15* 0.89 0.00 0.89 6.30 0.14 0.91 0.15* 0.88 0.00 0.88 6.35 0.14 0.91 0.15* 0.87 0.00 0.87 6.40 0.14 0.91 0.15* 0.85 0.00 0.85 6.45 0.14 0.92 0.15* 0.84 0.00 0.84 PA2022-0167 6.50 0.14 0.92 0.15* 0.83 0.00 0.83 6.55 0.14 0.92 0.15* 0.82 0.00 0.82 6.60 0.14 0.93 0.15* 0.80 0.00 0.80 6.65 0.14 0.93 0.15* 0.79 0.00 0.79 6.70 0.14 0.93 0.15* 0.78 0.00 0.78 6.75 0.14 0.93 0.15* 0.76 0.00 0.76 6.80 0.14 0.94 0.15* 0.75 0.00 0.75 6.85 0.14 0.94 0.15* 0.74 0.00 0.74 6.90 0.15 0.94 0.15* 0.73 0.00 0.73 6.95 0.15 0.94 0.15* 0.71 0.00 0.71 7.00 0.15 0.95 0.15* 0.70 0.00 0.70 7.05 0.15 0.95 0.15* 0.69 0.00 0.69 7.10 0.15 0.95 0.15* 0.68 0.00 0.68 7.15 0.15 0.95 0.16* 0.66 0.00 0.66 7.20 0.15 0.96 0.16* 0.65 0.00 0.65 7.25 0.15 0.96 0.16* 0.64 0.00 0.64 7.30 0.15 0.96 0.16* 0.63 0.00 0.63 7.35 0.15 0.96 0.16* 0.62 0.00 0.62 7.40 0.15 0.96 0.16* 0.60 0.00 0.60 7.45 0.15 0.97 0.16* 0.59 0.00 0.59 7.50 0.15 0.97 0.16* 0.58 0.00 0.58 7.55 0.15 0.97 0.16* 0.57 0.00 0.57 7.60 0.16 0.97 0.16* 0.56 0.00 0.56 7.65 0.16 0.97 0.16* 0.54 0.00 0.54 7.70 0.16 0.98 0.16* 0.53 0.00 0.53 7.75 0.16 0.98 0.17* 0.52 0.00 0.52 7.80 0.17 0.98 0.17* 0.51 0.00 0.51 7.85 0.17 0.98 0.17* 0.50 0.00 0.50 7.90 0.17 0.98 0.17* 0.49 0.00 0.49 7.95 0.17 0.99 0.17* 0.47 0.00 0.47 8.00 0.17 0.99 0.18* 0.46 0.00 0.46 8.05 0.18 0.99 0.18* 0.45 0.00 0.45 8.10 0.18 0.99 0.18* 0.44 0.00 0.44 8.15 0.18 0.99 0.18* 0.43 0.00 0.43 8.20 0.18 0.99 0.18* 0.42 0.00 0.42 8.25 0.21 1.00 0.21* 0.41 0.00 0.41 8.30 0.21 1.00 0.21* 0.40 0.00 0.40 8.35 0.21 1.00 0.21* 0.39 0.00 0.39 8.40 0.22 1.00 0.22* 0.38 0.00 0.38 8.45 0.22 1.00 0.22* 0.37 0.00 0.37 8.50 0.22 1.00 0.22* 0.36 0.00 0.36 8.55 0.22 1.01 0.22* 0.36 0.00 0.36 8.60 0.23 1.01 0.22* 0.35 0.00 0.35 8.65 0.23 1.01 0.23* 0.34 0.00 0.34 8.70 0.23 1.01 0.23* 0.33 0.00 0.33 8.75 0.23 1.01 0.23* 0.32 0.00 0.32 8.80 0.24 1.01 0.23* 0.31 0.00 0.31 8.85 0.24 1.01 0.24* 0.30 0.00 0.30 8.90 0.24 1.02 0.24* 0.30 0.00 0.30 8.95 0.25 1.02 0.24* 0.29 0.00 0.29 PA2022-0167 9.00 0.25 1.02 0.24* 0.28 0.00 0.28 9.05 0.25 1.02 0.25* 0.27 0.00 0.27 9.10 0.25 1.02 0.25* 0.26 0.00 0.26 9.15 0.26 1.02 0.25* 0.26 0.00 0.26 9.20 0.26 1.02 0.25* 0.25 0.00 0.25 9.25 0.26 1.03 0.26* 0.24 0.00 0.24 9.30 0.27 1.03 0.26* 0.23 0.00 0.23 9.35 0.27 1.03 0.26* 0.22 0.00 0.22 9.40 0.27 1.03 0.26* 0.22 0.00 0.22 9.45 0.27 1.03 0.27* 0.21 0.00 0.21 9.50 0.28 1.03 0.27* 0.20 0.00 0.20 9.55 0.28 1.03 0.27* 0.20 0.00 0.20 9.60 0.28 1.03 0.28* 0.19 0.00 0.19 9.65 0.29 1.04 0.28* 0.18 0.00 0.18 9.70 0.29 1.04 0.28* 0.17 0.00 0.17 9.75 0.30 1.04 0.28* 0.17 0.00 0.17 9.80 0.30 1.04 0.29* 0.16 0.00 0.16 9.85 0.30 1.04 0.29* 0.15 0.00 0.15 9.90 0.31 1.04 0.29* 0.15 0.00 0.15 9.95 0.31 1.04 0.30* 0.14 0.00 0.14 10.00 0.31 1.04 0.30* 0.13 0.00 0.13 10.05 0.32 1.04 0.31* 0.13 0.00 0.13 10.10 0.33 1.05 0.31* 0.12 0.00 0.12 10.15 0.33 1.05 0.32* 0.11 0.00 0.11 10.20 0.34 1.05 0.32* 0.11 0.00 0.11 10.25 0.34 1.05 0.33* 0.10 0.00 0.10 10.30 0.35 1.05 0.33* 0.10 0.00 0.10 10.35 0.36 1.05 0.34* 0.09 0.00 0.09 10.40 0.37 1.05 0.35* 0.08 0.00 0.08 10.45 0.38 1.05 0.36* 0.08 0.00 0.08 10.50 0.39 1.05 0.37* 0.07 0.00 0.07 10.55 0.40 1.06 0.38* 0.07 0.00 0.07 10.60 0.42 1.06 0.40* 0.06 0.00 0.06 10.65 0.46 1.06 0.43* 0.06 0.00 0.06 10.70 0.50 1.06 0.47* 0.05 0.00 0.05 10.75 0.50 1.06 0.47* 0.05 0.00 0.05 10.80 0.50 1.06 0.47* 0.05 0.00 0.05 10.85 0.50 1.06 0.47* 0.04 0.00 0.04 10.90 0.50 1.06 0.47* 0.04 0.00 0.04 10.95 0.50 1.06 0.47* 0.04 0.00 0.04 11.00 0.50 1.06 0.47* 0.03 0.00 0.03 11.05 0.50 1.06 0.47* 0.03 0.00 0.03 11.10 0.50 1.06 0.47* 0.03 0.00 0.03 11.15 0.50 1.06 0.47* 0.02 0.00 0.02 11.20 0.50 1.07 0.47* 0.02 0.00 0.02 11.25 0.50 1.07 0.47* 0.02 0.00 0.02 11.30 0.50 1.07 0.47* 0.02 0.00 0.02 11.35 0.50 1.07 0.47* 0.01 0.00 0.01 11.40 0.50 1.07 0.47* 0.01 0.00 0.01 11.45 0.50 1.07 0.47* 0.01 0.00 0.01 PA2022-0167 11.50 0.50 1.07 0.47* 0.01 0.00 0.01 11.55 0.50 1.07 0.47* 0.01 0.00 0.01 11.60 0.50 1.07 0.47* 0.01 0.00 0.01 11.65 0.50 1.07 0.47* 0.01 0.00 0.01 11.70 0.50 1.07 0.47* 0.01 0.00 0.01 11.75 0.50 1.07 0.47* 0.01 0.00 0.01 11.80 0.50 1.07 0.47* 0.00 0.00 0.00 11.85 0.50 1.07 0.47* 0.00 0.00 0.00 11.90 0.50 1.07 0.47* 0.00 0.00 0.00 11.95 0.50 1.07 0.47* 0.00 0.00 0.00 12.00 0.50 1.07 0.47* 0.00 0.00 0.00 12.05 0.50 1.07 0.47* 0.00 0.00 0.00 12.10 0.50 1.07 0.47* 0.00 0.00 0.00 12.15 0.50 1.07 0.47* 0.00 0.00 0.00 12.20 0.50 1.07 0.47* 0.00 0.00 0.00 12.25 0.50 1.07 0.46* 0.00 0.00 0.00 12.30 0.50 1.08 0.46* 0.00 0.00 0.00 12.35 0.50 1.08 0.46* 0.00 0.00 0.00 12.40 0.50 1.08 0.46* 0.00 0.00 0.00 12.45 0.50 1.08 0.46* 0.00 0.00 0.00 12.50 0.50 1.08 0.46* 0.00 0.00 0.00 12.55 0.50 1.08 0.46* 0.00 0.00 0.00 12.60 0.50 1.08 0.46* 0.00 0.00 0.00 12.65 0.50 1.08 0.46* 0.00 0.00 0.00 12.70 0.50 1.08 0.46* 0.00 0.00 0.00 12.75 0.50 1.08 0.46* 0.00 0.00 0.00 12.80 0.50 1.08 0.46* 0.00 0.00 0.00 12.85 0.50 1.08 0.46* 0.00 0.00 0.00 12.90 0.50 1.08 0.46* 0.00 0.00 0.00 12.95 0.50 1.08 0.46* 0.00 0.00 0.00 13.00 0.50 1.08 0.46* 0.00 0.00 0.00 13.05 0.50 1.08 0.46* 0.00 0.00 0.00 13.10 0.50 1.08 0.46* 0.00 0.00 0.00 13.15 0.50 1.08 0.46* 0.00 0.00 0.00 13.20 0.50 1.08 0.46* 0.00 0.00 0.00 13.25 0.50 1.08 0.46* 0.00 0.00 0.00 13.30 0.50 1.08 0.46* 0.00 0.00 0.00 13.35 0.50 1.08 0.46* 0.00 0.00 0.00 13.40 0.50 1.08 0.46* 0.00 0.00 0.00 13.45 0.50 1.08 0.46* 0.00 0.00 0.00 13.50 0.50 1.08 0.46* 0.00 0.00 0.00 13.55 0.50 1.08 0.46* 0.00 0.00 0.00 13.60 0.50 1.08 0.46* 0.00 0.00 0.00 13.65 0.50 1.08 0.46* 0.00 0.00 0.00 13.70 0.50 1.08 0.46* 0.00 0.00 0.00 13.75 0.50 1.08 0.46* 0.00 0.00 0.00 13.80 0.50 1.08 0.46* 0.00 0.00 0.00 13.85 0.50 1.08 0.46* 0.00 0.00 0.00 13.90 0.50 1.08 0.46* 0.00 0.00 0.00 13.95 0.50 1.08 0.46* 0.00 0.00 0.00 PA2022-0167 14.00 0.50 1.08 0.46* 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 e oceanfront B-3 Plate A-1 Hole No.= Water Depth=3 ft Surface Elev.=13.3 Magnitude=7.5 Acceleration=1.056g (ft)0 2 4 6 8 10 12 14 9 94.2 2.5 9 94.2 11 112.6 20 31 128.4 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 2Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 2.84 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 4:30:41 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-3 only).liq Title: 2050 e oceanfront Subtitle: B-3 Only Surface Elev.=13.3 Hole No.= Depth of Hole= 14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration= 1.06 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=13.3 Hole No.= Depth of Hole=14.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 7.50 ft Max. Acceleration=1.06 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 9.00 94.20 2.50 5.00 9.00 94.20 2.50 7.50 11.00 112.60 2.50 10.00 20.00 112.60 2.50 12.50 31.00 128.40 2.50 ____________________________________ Output Results: Settlement of Saturated Sands=1.78 in. Settlement of Unsaturated Sands=1.06 in. Total Settlement of Saturated and Unsaturated Sands=2.84 in. Differential Settlement=1.422 to 1.876 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.12 0.89 5.00 1.78 1.06 2.84 0.05 0.12 0.89 5.00 1.78 1.06 2.84 0.10 0.12 0.89 5.00 1.78 1.06 2.84 0.15 0.12 0.89 5.00 1.78 1.06 2.84 0.20 0.12 0.89 5.00 1.78 1.06 2.84 0.25 0.12 0.89 5.00 1.78 1.06 2.84 0.30 0.12 0.89 5.00 1.78 1.06 2.84 0.35 0.12 0.89 5.00 1.78 1.06 2.84 0.40 0.12 0.89 5.00 1.78 1.06 2.84 0.45 0.12 0.89 5.00 1.78 1.06 2.84 0.50 0.12 0.89 5.00 1.78 1.06 2.84 0.55 0.12 0.89 5.00 1.78 1.06 2.84 0.60 0.12 0.89 5.00 1.78 1.06 2.84 0.65 0.12 0.89 5.00 1.78 1.06 2.84 0.70 0.12 0.89 5.00 1.78 1.05 2.83 0.75 0.12 0.89 5.00 1.78 1.05 2.83 0.80 0.12 0.89 5.00 1.78 1.05 2.83 0.85 0.12 0.89 5.00 1.78 1.05 2.83 0.90 0.12 0.89 5.00 1.78 1.04 2.82 0.95 0.12 0.89 5.00 1.78 1.04 2.82 1.00 0.12 0.89 5.00 1.78 1.03 2.81 1.05 0.12 0.89 5.00 1.78 1.01 2.79 1.10 0.12 0.89 5.00 1.78 0.99 2.77 1.15 0.12 0.89 5.00 1.78 0.96 2.74 1.20 0.12 0.89 5.00 1.78 0.94 2.72 1.25 0.12 0.89 5.00 1.78 0.91 2.69 1.30 0.12 0.89 5.00 1.78 0.89 2.67 1.35 0.12 0.89 5.00 1.78 0.86 2.64 1.40 0.12 0.89 5.00 1.78 0.84 2.62 1.45 0.12 0.89 5.00 1.78 0.81 2.59 PA2022-0167 1.50 0.12 0.89 5.00 1.78 0.79 2.57 1.55 0.12 0.89 5.00 1.78 0.76 2.54 1.60 0.12 0.89 5.00 1.78 0.74 2.51 1.65 0.12 0.89 5.00 1.78 0.71 2.49 1.70 0.12 0.89 5.00 1.78 0.68 2.46 1.75 0.12 0.89 5.00 1.78 0.66 2.44 1.80 0.12 0.89 5.00 1.78 0.63 2.41 1.85 0.12 0.89 5.00 1.78 0.61 2.39 1.90 0.12 0.89 5.00 1.78 0.58 2.36 1.95 0.12 0.89 5.00 1.78 0.56 2.34 2.00 0.12 0.89 5.00 1.78 0.53 2.31 2.05 0.12 0.89 5.00 1.78 0.51 2.29 2.10 0.12 0.89 5.00 1.78 0.48 2.26 2.15 0.12 0.89 5.00 1.78 0.46 2.24 2.20 0.12 0.89 5.00 1.78 0.43 2.21 2.25 0.12 0.89 5.00 1.78 0.41 2.19 2.30 0.12 0.89 5.00 1.78 0.38 2.16 2.35 0.12 0.89 5.00 1.78 0.36 2.13 2.40 0.12 0.89 5.00 1.78 0.33 2.11 2.45 0.12 0.89 5.00 1.78 0.30 2.08 2.50 0.12 0.89 5.00 1.78 0.28 2.06 2.55 0.12 0.89 5.00 1.78 0.25 2.03 2.60 0.12 0.89 5.00 1.78 0.23 2.01 2.65 0.12 0.89 5.00 1.78 0.20 1.98 2.70 0.12 0.89 5.00 1.78 0.18 1.96 2.75 0.12 0.89 5.00 1.78 0.15 1.93 2.80 0.12 0.89 5.00 1.78 0.13 1.91 2.85 0.12 0.89 5.00 1.78 0.10 1.88 2.90 0.12 0.89 5.00 1.78 0.08 1.86 2.95 0.12 0.89 5.00 1.78 0.05 1.83 3.00 0.12 0.89 5.00 1.78 0.03 1.80 3.05 0.12 0.89 0.14* 1.78 0.00 1.78 3.10 0.12 0.90 0.14* 1.77 0.00 1.77 3.15 0.12 0.90 0.14* 1.75 0.00 1.75 3.20 0.12 0.91 0.14* 1.74 0.00 1.74 3.25 0.12 0.92 0.13* 1.72 0.00 1.72 3.30 0.12 0.93 0.13* 1.71 0.00 1.71 3.35 0.12 0.94 0.13* 1.69 0.00 1.69 3.40 0.12 0.95 0.13* 1.68 0.00 1.68 3.45 0.12 0.96 0.13* 1.67 0.00 1.67 3.50 0.12 0.97 0.13* 1.65 0.00 1.65 3.55 0.12 0.98 0.13* 1.64 0.00 1.64 3.60 0.12 0.98 0.13* 1.62 0.00 1.62 3.65 0.12 0.99 0.13* 1.61 0.00 1.61 3.70 0.12 1.00 0.12* 1.60 0.00 1.60 3.75 0.12 1.01 0.12* 1.58 0.00 1.58 3.80 0.12 1.02 0.12* 1.57 0.00 1.57 3.85 0.12 1.03 0.12* 1.55 0.00 1.55 3.90 0.12 1.03 0.12* 1.54 0.00 1.54 3.95 0.12 1.04 0.12* 1.53 0.00 1.53 PA2022-0167 4.00 0.12 1.05 0.12* 1.51 0.00 1.51 4.05 0.12 1.06 0.12* 1.50 0.00 1.50 4.10 0.12 1.06 0.12* 1.48 0.00 1.48 4.15 0.12 1.07 0.12* 1.47 0.00 1.47 4.20 0.12 1.08 0.12* 1.46 0.00 1.46 4.25 0.12 1.09 0.11* 1.44 0.00 1.44 4.30 0.12 1.09 0.11* 1.43 0.00 1.43 4.35 0.12 1.10 0.11* 1.41 0.00 1.41 4.40 0.12 1.11 0.11* 1.40 0.00 1.40 4.45 0.12 1.12 0.11* 1.39 0.00 1.39 4.50 0.12 1.12 0.11* 1.37 0.00 1.37 4.55 0.12 1.13 0.11* 1.36 0.00 1.36 4.60 0.12 1.14 0.11* 1.34 0.00 1.34 4.65 0.12 1.14 0.11* 1.33 0.00 1.33 4.70 0.12 1.15 0.11* 1.32 0.00 1.32 4.75 0.12 1.16 0.11* 1.30 0.00 1.30 4.80 0.12 1.16 0.11* 1.29 0.00 1.29 4.85 0.12 1.17 0.11* 1.27 0.00 1.27 4.90 0.12 1.18 0.11* 1.26 0.00 1.26 4.95 0.12 1.18 0.11* 1.25 0.00 1.25 5.00 0.12 1.19 0.10* 1.23 0.00 1.23 5.05 0.12 1.20 0.10* 1.22 0.00 1.22 5.10 0.13 1.20 0.10* 1.20 0.00 1.20 5.15 0.13 1.21 0.10* 1.19 0.00 1.19 5.20 0.13 1.21 0.10* 1.18 0.00 1.18 5.25 0.13 1.22 0.10* 1.16 0.00 1.16 5.30 0.13 1.23 0.10* 1.15 0.00 1.15 5.35 0.13 1.23 0.10* 1.13 0.00 1.13 5.40 0.13 1.24 0.10* 1.12 0.00 1.12 5.45 0.13 1.24 0.10* 1.11 0.00 1.11 5.50 0.13 1.25 0.10* 1.09 0.00 1.09 5.55 0.13 1.25 0.10* 1.08 0.00 1.08 5.60 0.13 1.26 0.10* 1.07 0.00 1.07 5.65 0.13 1.27 0.10* 1.05 0.00 1.05 5.70 0.13 1.27 0.10* 1.04 0.00 1.04 5.75 0.13 1.28 0.10* 1.03 0.00 1.03 5.80 0.13 1.28 0.10* 1.01 0.00 1.01 5.85 0.13 1.29 0.10* 1.00 0.00 1.00 5.90 0.13 1.29 0.10* 0.99 0.00 0.99 5.95 0.13 1.30 0.10* 0.97 0.00 0.97 6.00 0.14 1.30 0.10* 0.96 0.00 0.96 6.05 0.14 1.31 0.10* 0.95 0.00 0.95 6.10 0.14 1.31 0.10* 0.93 0.00 0.93 6.15 0.14 1.32 0.10* 0.92 0.00 0.92 6.20 0.14 1.32 0.10* 0.91 0.00 0.91 6.25 0.14 1.32 0.10* 0.89 0.00 0.89 6.30 0.14 1.33 0.10* 0.88 0.00 0.88 6.35 0.14 1.33 0.10* 0.87 0.00 0.87 6.40 0.14 1.34 0.10* 0.85 0.00 0.85 6.45 0.14 1.34 0.10* 0.84 0.00 0.84 PA2022-0167 6.50 0.14 1.35 0.10* 0.83 0.00 0.83 6.55 0.14 1.35 0.10* 0.82 0.00 0.82 6.60 0.14 1.35 0.10* 0.80 0.00 0.80 6.65 0.14 1.36 0.10* 0.79 0.00 0.79 6.70 0.14 1.36 0.10* 0.78 0.00 0.78 6.75 0.14 1.37 0.11* 0.76 0.00 0.76 6.80 0.14 1.37 0.11* 0.75 0.00 0.75 6.85 0.14 1.37 0.11* 0.74 0.00 0.74 6.90 0.15 1.38 0.11* 0.73 0.00 0.73 6.95 0.15 1.38 0.11* 0.71 0.00 0.71 7.00 0.15 1.38 0.11* 0.70 0.00 0.70 7.05 0.15 1.39 0.11* 0.69 0.00 0.69 7.10 0.15 1.39 0.11* 0.68 0.00 0.68 7.15 0.15 1.39 0.11* 0.66 0.00 0.66 7.20 0.15 1.40 0.11* 0.65 0.00 0.65 7.25 0.15 1.40 0.11* 0.64 0.00 0.64 7.30 0.15 1.40 0.11* 0.63 0.00 0.63 7.35 0.15 1.41 0.11* 0.62 0.00 0.62 7.40 0.15 1.41 0.11* 0.60 0.00 0.60 7.45 0.15 1.41 0.11* 0.59 0.00 0.59 7.50 0.15 1.42 0.11* 0.58 0.00 0.58 7.55 0.15 1.42 0.11* 0.57 0.00 0.57 7.60 0.16 1.42 0.11* 0.56 0.00 0.56 7.65 0.16 1.42 0.11* 0.54 0.00 0.54 7.70 0.16 1.43 0.11* 0.53 0.00 0.53 7.75 0.16 1.43 0.11* 0.52 0.00 0.52 7.80 0.17 1.43 0.12* 0.51 0.00 0.51 7.85 0.17 1.44 0.12* 0.50 0.00 0.50 7.90 0.17 1.44 0.12* 0.49 0.00 0.49 7.95 0.17 1.44 0.12* 0.47 0.00 0.47 8.00 0.17 1.44 0.12* 0.46 0.00 0.46 8.05 0.18 1.45 0.12* 0.45 0.00 0.45 8.10 0.18 1.45 0.12* 0.44 0.00 0.44 8.15 0.18 1.45 0.12* 0.43 0.00 0.43 8.20 0.18 1.45 0.13* 0.42 0.00 0.42 8.25 0.21 1.46 0.14* 0.41 0.00 0.41 8.30 0.21 1.46 0.14* 0.40 0.00 0.40 8.35 0.21 1.46 0.15* 0.39 0.00 0.39 8.40 0.22 1.46 0.15* 0.38 0.00 0.38 8.45 0.22 1.47 0.15* 0.37 0.00 0.37 8.50 0.22 1.47 0.15* 0.36 0.00 0.36 8.55 0.22 1.47 0.15* 0.36 0.00 0.36 8.60 0.23 1.47 0.15* 0.35 0.00 0.35 8.65 0.23 1.47 0.16* 0.34 0.00 0.34 8.70 0.23 1.48 0.16* 0.33 0.00 0.33 8.75 0.23 1.48 0.16* 0.32 0.00 0.32 8.80 0.24 1.48 0.16* 0.31 0.00 0.31 8.85 0.24 1.48 0.16* 0.30 0.00 0.30 8.90 0.24 1.49 0.16* 0.30 0.00 0.30 8.95 0.25 1.49 0.16* 0.29 0.00 0.29 PA2022-0167 9.00 0.25 1.49 0.17* 0.28 0.00 0.28 9.05 0.25 1.49 0.17* 0.27 0.00 0.27 9.10 0.25 1.49 0.17* 0.26 0.00 0.26 9.15 0.26 1.50 0.17* 0.26 0.00 0.26 9.20 0.26 1.50 0.17* 0.25 0.00 0.25 9.25 0.26 1.50 0.17* 0.24 0.00 0.24 9.30 0.27 1.50 0.18* 0.23 0.00 0.23 9.35 0.27 1.50 0.18* 0.22 0.00 0.22 9.40 0.27 1.51 0.18* 0.22 0.00 0.22 9.45 0.27 1.51 0.18* 0.21 0.00 0.21 9.50 0.28 1.51 0.18* 0.20 0.00 0.20 9.55 0.28 1.51 0.19* 0.20 0.00 0.20 9.60 0.28 1.51 0.19* 0.19 0.00 0.19 9.65 0.29 1.51 0.19* 0.18 0.00 0.18 9.70 0.29 1.52 0.19* 0.17 0.00 0.17 9.75 0.30 1.52 0.19* 0.17 0.00 0.17 9.80 0.30 1.52 0.20* 0.16 0.00 0.16 9.85 0.30 1.52 0.20* 0.15 0.00 0.15 9.90 0.31 1.52 0.20* 0.15 0.00 0.15 9.95 0.31 1.52 0.20* 0.14 0.00 0.14 10.00 0.31 1.53 0.21* 0.13 0.00 0.13 10.05 0.32 1.53 0.21* 0.13 0.00 0.13 10.10 0.33 1.53 0.21* 0.12 0.00 0.12 10.15 0.33 1.53 0.22* 0.11 0.00 0.11 10.20 0.34 1.53 0.22* 0.11 0.00 0.11 10.25 0.34 1.53 0.22* 0.10 0.00 0.10 10.30 0.35 1.54 0.23* 0.10 0.00 0.10 10.35 0.36 1.54 0.23* 0.09 0.00 0.09 10.40 0.37 1.54 0.24* 0.08 0.00 0.08 10.45 0.38 1.54 0.24* 0.08 0.00 0.08 10.50 0.39 1.54 0.25* 0.07 0.00 0.07 10.55 0.40 1.54 0.26* 0.07 0.00 0.07 10.60 0.42 1.54 0.27* 0.06 0.00 0.06 10.65 0.46 1.55 0.30* 0.06 0.00 0.06 10.70 0.50 1.55 0.32* 0.05 0.00 0.05 10.75 0.50 1.55 0.32* 0.05 0.00 0.05 10.80 0.50 1.55 0.32* 0.05 0.00 0.05 10.85 0.50 1.55 0.32* 0.04 0.00 0.04 10.90 0.50 1.55 0.32* 0.04 0.00 0.04 10.95 0.50 1.55 0.32* 0.04 0.00 0.04 11.00 0.50 1.55 0.32* 0.03 0.00 0.03 11.05 0.50 1.56 0.32* 0.03 0.00 0.03 11.10 0.50 1.56 0.32* 0.03 0.00 0.03 11.15 0.50 1.56 0.32* 0.02 0.00 0.02 11.20 0.50 1.56 0.32* 0.02 0.00 0.02 11.25 0.50 1.56 0.32* 0.02 0.00 0.02 11.30 0.50 1.56 0.32* 0.02 0.00 0.02 11.35 0.50 1.56 0.32* 0.01 0.00 0.01 11.40 0.50 1.56 0.32* 0.01 0.00 0.01 11.45 0.50 1.56 0.32* 0.01 0.00 0.01 PA2022-0167 11.50 0.50 1.56 0.32* 0.01 0.00 0.01 11.55 0.50 1.56 0.32* 0.01 0.00 0.01 11.60 0.50 1.56 0.32* 0.01 0.00 0.01 11.65 0.50 1.57 0.32* 0.01 0.00 0.01 11.70 0.50 1.57 0.32* 0.01 0.00 0.01 11.75 0.50 1.57 0.32* 0.01 0.00 0.01 11.80 0.50 1.57 0.32* 0.00 0.00 0.00 11.85 0.50 1.57 0.32* 0.00 0.00 0.00 11.90 0.50 1.57 0.32* 0.00 0.00 0.00 11.95 0.50 1.57 0.32* 0.00 0.00 0.00 12.00 0.50 1.57 0.32* 0.00 0.00 0.00 12.05 0.50 1.57 0.32* 0.00 0.00 0.00 12.10 0.50 1.57 0.32* 0.00 0.00 0.00 12.15 0.50 1.57 0.32* 0.00 0.00 0.00 12.20 0.50 1.57 0.32* 0.00 0.00 0.00 12.25 0.50 1.57 0.32* 0.00 0.00 0.00 12.30 0.50 1.57 0.32* 0.00 0.00 0.00 12.35 0.50 1.57 0.32* 0.00 0.00 0.00 12.40 0.50 1.57 0.32* 0.00 0.00 0.00 12.45 0.50 1.57 0.32* 0.00 0.00 0.00 12.50 0.50 1.57 0.32* 0.00 0.00 0.00 12.55 0.50 1.57 0.32* 0.00 0.00 0.00 12.60 0.50 1.57 0.32* 0.00 0.00 0.00 12.65 0.50 1.58 0.32* 0.00 0.00 0.00 12.70 0.50 1.58 0.32* 0.00 0.00 0.00 12.75 0.50 1.58 0.32* 0.00 0.00 0.00 12.80 0.50 1.58 0.32* 0.00 0.00 0.00 12.85 0.50 1.58 0.32* 0.00 0.00 0.00 12.90 0.50 1.58 0.32* 0.00 0.00 0.00 12.95 0.50 1.58 0.32* 0.00 0.00 0.00 13.00 0.50 1.58 0.32* 0.00 0.00 0.00 13.05 0.50 1.58 0.32* 0.00 0.00 0.00 13.10 0.50 1.58 0.32* 0.00 0.00 0.00 13.15 0.50 1.58 0.32* 0.00 0.00 0.00 13.20 0.50 1.58 0.32* 0.00 0.00 0.00 13.25 0.50 1.58 0.32* 0.00 0.00 0.00 13.30 0.50 1.58 0.32* 0.00 0.00 0.00 13.35 0.50 1.58 0.32* 0.00 0.00 0.00 13.40 0.50 1.58 0.32* 0.00 0.00 0.00 13.45 0.50 1.58 0.32* 0.00 0.00 0.00 13.50 0.50 1.58 0.32* 0.00 0.00 0.00 13.55 0.50 1.58 0.32* 0.00 0.00 0.00 13.60 0.50 1.58 0.32* 0.00 0.00 0.00 13.65 0.50 1.58 0.32* 0.00 0.00 0.00 13.70 0.50 1.58 0.32* 0.00 0.00 0.00 13.75 0.50 1.58 0.32* 0.00 0.00 0.00 13.80 0.50 1.58 0.32* 0.00 0.00 0.00 13.85 0.50 1.58 0.32* 0.00 0.00 0.00 13.90 0.50 1.58 0.32* 0.00 0.00 0.00 13.95 0.50 1.58 0.32* 0.00 0.00 0.00 PA2022-0167 14.00 0.50 1.58 0.32* 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 E Oceanfront B-4 Plate A-1 Hole No.=4 Water Depth=8.4 ft Surface Elev.=18.73 Magnitude=7.5 Acceleration=.722g (ft)0 5 10 15 20 25 30 35 13 102.1.8 13 102.1.8 20 108.82.4 36 106.32 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 2Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 2.35 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 4:06:36 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-4 only).liq Title: 2050 E Oceanfront Subtitle: B-4 Surface Elev.=18.73 Hole No.=4 Depth of Hole= 20.00 ft Water Table during Earthquake= 8.40 ft Water Table during In-Situ Testing= 12.50 ft Max. Acceleration= 0.72 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=18.73 Hole No.=4 Depth of Hole=20.00 ft Water Table during Earthquake= 8.40 ft Water Table during In-Situ Testing= 12.50 ft Max. Acceleration=0.72 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 13.00 102.10 0.80 5.00 13.00 102.10 0.80 10.00 20.00 108.80 2.40 15.00 36.00 106.30 2.00 ____________________________________ Output Results: Settlement of Saturated Sands=0.63 in. Settlement of Unsaturated Sands=1.72 in. Total Settlement of Saturated and Unsaturated Sands=2.35 in. Differential Settlement=1.175 to 1.550 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.18 0.61 5.00 0.63 1.72 2.35 0.05 0.18 0.61 5.00 0.63 1.72 2.35 0.10 0.18 0.61 5.00 0.63 1.72 2.35 0.15 0.18 0.61 5.00 0.63 1.72 2.35 0.20 0.18 0.61 5.00 0.63 1.72 2.35 0.25 0.18 0.61 5.00 0.63 1.71 2.35 0.30 0.18 0.61 5.00 0.63 1.71 2.35 0.35 0.18 0.61 5.00 0.63 1.71 2.35 0.40 0.18 0.61 5.00 0.63 1.71 2.35 0.45 0.18 0.61 5.00 0.63 1.71 2.35 0.50 0.18 0.61 5.00 0.63 1.71 2.35 0.55 0.18 0.61 5.00 0.63 1.71 2.35 0.60 0.18 0.61 5.00 0.63 1.71 2.35 0.65 0.18 0.61 5.00 0.63 1.71 2.35 0.70 0.18 0.61 5.00 0.63 1.71 2.35 0.75 0.18 0.61 5.00 0.63 1.71 2.35 0.80 0.18 0.61 5.00 0.63 1.71 2.35 0.85 0.18 0.61 5.00 0.63 1.71 2.34 0.90 0.18 0.61 5.00 0.63 1.71 2.34 0.95 0.18 0.61 5.00 0.63 1.71 2.34 1.00 0.18 0.61 5.00 0.63 1.71 2.34 1.05 0.18 0.61 5.00 0.63 1.71 2.34 1.10 0.18 0.61 5.00 0.63 1.71 2.34 1.15 0.18 0.61 5.00 0.63 1.71 2.34 1.20 0.18 0.61 5.00 0.63 1.71 2.34 1.25 0.18 0.61 5.00 0.63 1.71 2.34 1.30 0.18 0.61 5.00 0.63 1.71 2.34 1.35 0.18 0.61 5.00 0.63 1.71 2.34 1.40 0.18 0.61 5.00 0.63 1.71 2.34 1.45 0.18 0.61 5.00 0.63 1.71 2.34 1.50 0.18 0.61 5.00 0.63 1.70 2.34 PA2022-0167 1.55 0.18 0.61 5.00 0.63 1.70 2.34 1.60 0.18 0.61 5.00 0.63 1.70 2.34 1.65 0.18 0.61 5.00 0.63 1.70 2.34 1.70 0.18 0.61 5.00 0.63 1.70 2.34 1.75 0.18 0.61 5.00 0.63 1.70 2.33 1.80 0.18 0.61 5.00 0.63 1.70 2.33 1.85 0.18 0.61 5.00 0.63 1.70 2.33 1.90 0.18 0.61 5.00 0.63 1.70 2.33 1.95 0.18 0.61 5.00 0.63 1.70 2.33 2.00 0.18 0.61 5.00 0.63 1.70 2.33 2.05 0.18 0.61 5.00 0.63 1.69 2.33 2.10 0.18 0.61 5.00 0.63 1.69 2.33 2.15 0.18 0.61 5.00 0.63 1.69 2.32 2.20 0.18 0.61 5.00 0.63 1.69 2.32 2.25 0.18 0.61 5.00 0.63 1.68 2.32 2.30 0.18 0.61 5.00 0.63 1.68 2.31 2.35 0.18 0.61 5.00 0.63 1.68 2.31 2.40 0.18 0.61 5.00 0.63 1.67 2.31 2.45 0.18 0.61 5.00 0.63 1.67 2.30 2.50 0.18 0.61 5.00 0.63 1.66 2.29 2.55 0.18 0.61 5.00 0.63 1.65 2.29 2.60 0.18 0.61 5.00 0.63 1.64 2.28 2.65 0.18 0.61 5.00 0.63 1.63 2.26 2.70 0.18 0.61 5.00 0.63 1.62 2.25 2.75 0.18 0.61 5.00 0.63 1.60 2.23 2.80 0.18 0.61 5.00 0.63 1.58 2.22 2.85 0.18 0.61 5.00 0.63 1.57 2.20 2.90 0.18 0.61 5.00 0.63 1.55 2.19 2.95 0.18 0.61 5.00 0.63 1.54 2.17 3.00 0.18 0.61 5.00 0.63 1.52 2.15 3.05 0.18 0.61 5.00 0.63 1.50 2.14 3.10 0.18 0.61 5.00 0.63 1.49 2.12 3.15 0.18 0.61 5.00 0.63 1.47 2.11 3.20 0.18 0.61 5.00 0.63 1.46 2.09 3.25 0.18 0.61 5.00 0.63 1.44 2.07 3.30 0.18 0.61 5.00 0.63 1.42 2.06 3.35 0.18 0.61 5.00 0.63 1.41 2.04 3.40 0.18 0.61 5.00 0.63 1.39 2.03 3.45 0.18 0.61 5.00 0.63 1.38 2.01 3.50 0.18 0.61 5.00 0.63 1.36 1.99 3.55 0.18 0.61 5.00 0.63 1.34 1.98 3.60 0.18 0.60 5.00 0.63 1.33 1.96 3.65 0.18 0.60 5.00 0.63 1.31 1.95 3.70 0.18 0.60 5.00 0.63 1.30 1.93 3.75 0.18 0.60 5.00 0.63 1.28 1.91 3.80 0.18 0.60 5.00 0.63 1.27 1.90 3.85 0.18 0.60 5.00 0.63 1.25 1.88 3.90 0.18 0.60 5.00 0.63 1.23 1.87 3.95 0.18 0.60 5.00 0.63 1.22 1.85 4.00 0.18 0.60 5.00 0.63 1.20 1.84 PA2022-0167 4.05 0.18 0.60 5.00 0.63 1.19 1.82 4.10 0.18 0.60 5.00 0.63 1.17 1.80 4.15 0.18 0.60 5.00 0.63 1.15 1.79 4.20 0.18 0.60 5.00 0.63 1.14 1.77 4.25 0.18 0.60 5.00 0.63 1.12 1.76 4.30 0.18 0.60 5.00 0.63 1.11 1.74 4.35 0.18 0.60 5.00 0.63 1.09 1.72 4.40 0.18 0.60 5.00 0.63 1.07 1.71 4.45 0.18 0.60 5.00 0.63 1.06 1.69 4.50 0.18 0.60 5.00 0.63 1.04 1.68 4.55 0.18 0.60 5.00 0.63 1.03 1.66 4.60 0.18 0.60 5.00 0.63 1.01 1.64 4.65 0.18 0.60 5.00 0.63 0.99 1.63 4.70 0.18 0.60 5.00 0.63 0.98 1.61 4.75 0.18 0.60 5.00 0.63 0.96 1.60 4.80 0.18 0.60 5.00 0.63 0.95 1.58 4.85 0.18 0.60 5.00 0.63 0.94 1.57 4.90 0.18 0.60 5.00 0.63 0.92 1.56 4.95 0.18 0.60 5.00 0.63 0.91 1.54 5.00 0.18 0.60 5.00 0.63 0.89 1.53 5.05 0.18 0.60 5.00 0.63 0.88 1.51 5.10 0.18 0.60 5.00 0.63 0.86 1.50 5.15 0.18 0.60 5.00 0.63 0.85 1.48 5.20 0.18 0.60 5.00 0.63 0.83 1.46 5.25 0.18 0.60 5.00 0.63 0.82 1.45 5.30 0.18 0.60 5.00 0.63 0.80 1.43 5.35 0.19 0.60 5.00 0.63 0.78 1.42 5.40 0.19 0.60 5.00 0.63 0.77 1.40 5.45 0.19 0.60 5.00 0.63 0.75 1.39 5.50 0.19 0.60 5.00 0.63 0.74 1.37 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0.22 0.60 5.00 0.63 0.34 0.98 7.00 0.22 0.60 5.00 0.63 0.33 0.97 7.05 0.22 0.60 5.00 0.63 0.32 0.95 7.10 0.22 0.60 5.00 0.63 0.31 0.94 7.15 0.22 0.60 5.00 0.63 0.29 0.93 7.20 0.22 0.60 5.00 0.63 0.28 0.92 7.25 0.22 0.60 5.00 0.63 0.27 0.90 7.30 0.22 0.60 5.00 0.63 0.26 0.89 7.35 0.22 0.60 5.00 0.63 0.25 0.88 7.40 0.22 0.60 5.00 0.63 0.23 0.87 7.45 0.22 0.60 5.00 0.63 0.22 0.86 7.50 0.22 0.60 5.00 0.63 0.21 0.84 7.55 0.22 0.60 5.00 0.63 0.20 0.83 7.60 0.22 0.60 5.00 0.63 0.19 0.82 7.65 0.22 0.60 5.00 0.63 0.17 0.81 7.70 0.22 0.60 5.00 0.63 0.16 0.80 7.75 0.22 0.60 5.00 0.63 0.15 0.78 7.80 0.22 0.60 5.00 0.63 0.14 0.77 7.85 0.22 0.60 5.00 0.63 0.13 0.76 7.90 0.22 0.60 5.00 0.63 0.11 0.75 7.95 0.22 0.60 5.00 0.63 0.10 0.74 8.00 0.22 0.60 5.00 0.63 0.09 0.72 8.05 0.22 0.60 5.00 0.63 0.08 0.71 8.10 0.22 0.60 5.00 0.63 0.07 0.70 8.15 0.22 0.60 5.00 0.63 0.05 0.69 8.20 0.22 0.60 5.00 0.63 0.04 0.68 8.25 0.26 0.60 5.00 0.63 0.03 0.66 8.30 0.26 0.60 5.00 0.63 0.02 0.65 8.35 0.26 0.60 5.00 0.63 0.01 0.64 8.40 0.26 0.60 0.44* 0.63 0.00 0.63 8.45 0.26 0.60 0.44* 0.63 0.00 0.63 8.50 0.26 0.60 0.44* 0.62 0.00 0.62 8.55 0.26 0.60 0.43* 0.61 0.00 0.61 8.60 0.26 0.61 0.43* 0.60 0.00 0.60 8.65 0.26 0.61 0.43* 0.60 0.00 0.60 8.70 0.26 0.61 0.43* 0.59 0.00 0.59 8.75 0.26 0.61 0.43* 0.58 0.00 0.58 8.80 0.26 0.61 0.43* 0.57 0.00 0.57 8.85 0.26 0.62 0.43* 0.56 0.00 0.56 8.90 0.26 0.62 0.43* 0.56 0.00 0.56 8.95 0.26 0.62 0.43* 0.55 0.00 0.55 9.00 0.27 0.62 0.43* 0.54 0.00 0.54 PA2022-0167 9.05 0.27 0.62 0.42* 0.53 0.00 0.53 9.10 0.27 0.63 0.42* 0.53 0.00 0.53 9.15 0.27 0.63 0.42* 0.52 0.00 0.52 9.20 0.27 0.63 0.42* 0.51 0.00 0.51 9.25 0.27 0.63 0.42* 0.50 0.00 0.50 9.30 0.27 0.63 0.42* 0.50 0.00 0.50 9.35 0.27 0.64 0.42* 0.49 0.00 0.49 9.40 0.27 0.64 0.42* 0.48 0.00 0.48 9.45 0.27 0.64 0.42* 0.47 0.00 0.47 9.50 0.27 0.64 0.42* 0.47 0.00 0.47 9.55 0.27 0.64 0.42* 0.46 0.00 0.46 9.60 0.27 0.65 0.42* 0.45 0.00 0.45 9.65 0.27 0.65 0.42* 0.44 0.00 0.44 9.70 0.27 0.65 0.42* 0.44 0.00 0.44 9.75 0.27 0.65 0.41* 0.43 0.00 0.43 9.80 0.27 0.65 0.41* 0.42 0.00 0.42 9.85 0.27 0.65 0.41* 0.41 0.00 0.41 9.90 0.27 0.66 0.41* 0.41 0.00 0.41 9.95 0.27 0.66 0.41* 0.40 0.00 0.40 10.00 0.27 0.66 0.41* 0.39 0.00 0.39 10.05 0.27 0.66 0.41* 0.38 0.00 0.38 10.10 0.28 0.66 0.42* 0.38 0.00 0.38 10.15 0.28 0.66 0.42* 0.37 0.00 0.37 10.20 0.28 0.67 0.42* 0.36 0.00 0.36 10.25 0.28 0.67 0.42* 0.36 0.00 0.36 10.30 0.28 0.67 0.42* 0.35 0.00 0.35 10.35 0.29 0.67 0.43* 0.34 0.00 0.34 10.40 0.29 0.67 0.43* 0.33 0.00 0.33 10.45 0.29 0.67 0.43* 0.33 0.00 0.33 10.50 0.29 0.68 0.43* 0.32 0.00 0.32 10.55 0.29 0.68 0.43* 0.31 0.00 0.31 10.60 0.30 0.68 0.44* 0.31 0.00 0.31 10.65 0.30 0.68 0.44* 0.30 0.00 0.30 10.70 0.30 0.68 0.44* 0.29 0.00 0.29 10.75 0.30 0.68 0.44* 0.29 0.00 0.29 10.80 0.31 0.69 0.45* 0.28 0.00 0.28 10.85 0.31 0.69 0.45* 0.27 0.00 0.27 10.90 0.31 0.69 0.45* 0.27 0.00 0.27 10.95 0.31 0.69 0.45* 0.26 0.00 0.26 11.00 0.32 0.69 0.46* 0.25 0.00 0.25 11.05 0.32 0.69 0.46* 0.25 0.00 0.25 11.10 0.32 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0.00 0.00 15.15 0.50 0.80 0.62* 0.00 0.00 0.00 15.20 0.50 0.80 0.62* 0.00 0.00 0.00 15.25 0.50 0.80 0.62* 0.00 0.00 0.00 15.30 0.50 0.80 0.62* 0.00 0.00 0.00 15.35 0.50 0.80 0.62* 0.00 0.00 0.00 15.40 0.50 0.81 0.62* 0.00 0.00 0.00 15.45 0.50 0.81 0.62* 0.00 0.00 0.00 15.50 0.50 0.81 0.62* 0.00 0.00 0.00 15.55 0.50 0.81 0.62* 0.00 0.00 0.00 15.60 0.50 0.81 0.62* 0.00 0.00 0.00 15.65 0.50 0.81 0.62* 0.00 0.00 0.00 15.70 0.50 0.81 0.62* 0.00 0.00 0.00 15.75 0.50 0.81 0.61* 0.00 0.00 0.00 15.80 0.50 0.81 0.61* 0.00 0.00 0.00 15.85 0.50 0.81 0.61* 0.00 0.00 0.00 15.90 0.50 0.82 0.61* 0.00 0.00 0.00 15.95 0.50 0.82 0.61* 0.00 0.00 0.00 16.00 0.50 0.82 0.61* 0.00 0.00 0.00 16.05 0.50 0.82 0.61* 0.00 0.00 0.00 16.10 0.50 0.82 0.61* 0.00 0.00 0.00 16.15 0.50 0.82 0.61* 0.00 0.00 0.00 16.20 0.50 0.82 0.61* 0.00 0.00 0.00 16.25 0.50 0.82 0.61* 0.00 0.00 0.00 16.30 0.50 0.82 0.61* 0.00 0.00 0.00 16.35 0.50 0.82 0.61* 0.00 0.00 0.00 16.40 0.50 0.83 0.61* 0.00 0.00 0.00 16.45 0.50 0.83 0.60* 0.00 0.00 0.00 16.50 0.50 0.83 0.60* 0.00 0.00 0.00 PA2022-0167 16.55 0.50 0.83 0.60* 0.00 0.00 0.00 16.60 0.50 0.83 0.60* 0.00 0.00 0.00 16.65 0.50 0.83 0.60* 0.00 0.00 0.00 16.70 0.50 0.83 0.60* 0.00 0.00 0.00 16.75 0.50 0.83 0.60* 0.00 0.00 0.00 16.80 0.50 0.83 0.60* 0.00 0.00 0.00 16.85 0.50 0.83 0.60* 0.00 0.00 0.00 16.90 0.50 0.84 0.60* 0.00 0.00 0.00 16.95 0.50 0.84 0.60* 0.00 0.00 0.00 17.00 0.50 0.84 0.60* 0.00 0.00 0.00 17.05 0.50 0.84 0.60* 0.00 0.00 0.00 17.10 0.50 0.84 0.60* 0.00 0.00 0.00 17.15 0.50 0.84 0.60* 0.00 0.00 0.00 17.20 0.50 0.84 0.59* 0.00 0.00 0.00 17.25 0.50 0.84 0.59* 0.00 0.00 0.00 17.30 0.50 0.84 0.59* 0.00 0.00 0.00 17.35 0.50 0.84 0.59* 0.00 0.00 0.00 17.40 0.50 0.84 0.59* 0.00 0.00 0.00 17.45 0.50 0.85 0.59* 0.00 0.00 0.00 17.50 0.50 0.85 0.59* 0.00 0.00 0.00 17.55 0.50 0.85 0.59* 0.00 0.00 0.00 17.60 0.50 0.85 0.59* 0.00 0.00 0.00 17.65 0.50 0.85 0.59* 0.00 0.00 0.00 17.70 0.50 0.85 0.59* 0.00 0.00 0.00 17.75 0.50 0.85 0.59* 0.00 0.00 0.00 17.80 0.50 0.85 0.59* 0.00 0.00 0.00 17.85 0.50 0.85 0.59* 0.00 0.00 0.00 17.90 0.50 0.85 0.59* 0.00 0.00 0.00 17.95 0.50 0.85 0.59* 0.00 0.00 0.00 18.00 0.50 0.85 0.58* 0.00 0.00 0.00 18.05 0.50 0.86 0.58* 0.00 0.00 0.00 18.10 0.50 0.86 0.58* 0.00 0.00 0.00 18.15 0.50 0.86 0.58* 0.00 0.00 0.00 18.20 0.50 0.86 0.58* 0.00 0.00 0.00 18.25 0.50 0.86 0.58* 0.00 0.00 0.00 18.30 0.50 0.86 0.58* 0.00 0.00 0.00 18.35 0.50 0.86 0.58* 0.00 0.00 0.00 18.40 0.50 0.86 0.58* 0.00 0.00 0.00 18.45 0.50 0.86 0.58* 0.00 0.00 0.00 18.50 0.50 0.86 0.58* 0.00 0.00 0.00 18.55 0.50 0.86 0.58* 0.00 0.00 0.00 18.60 0.50 0.86 0.58* 0.00 0.00 0.00 18.65 0.50 0.87 0.58* 0.00 0.00 0.00 18.70 0.50 0.87 0.58* 0.00 0.00 0.00 18.75 0.50 0.87 0.58* 0.00 0.00 0.00 18.80 0.50 0.87 0.58* 0.00 0.00 0.00 18.85 0.50 0.87 0.58* 0.00 0.00 0.00 18.90 0.50 0.87 0.57* 0.00 0.00 0.00 18.95 0.50 0.87 0.57* 0.00 0.00 0.00 19.00 0.50 0.87 0.57* 0.00 0.00 0.00 PA2022-0167 19.05 0.50 0.87 0.57* 0.00 0.00 0.00 19.10 0.50 0.87 0.57* 0.00 0.00 0.00 19.15 0.50 0.87 0.57* 0.00 0.00 0.00 19.20 0.50 0.87 0.57* 0.00 0.00 0.00 19.25 0.50 0.87 0.57* 0.00 0.00 0.00 19.30 0.50 0.88 0.57* 0.00 0.00 0.00 19.35 0.50 0.88 0.57* 0.00 0.00 0.00 19.40 0.50 0.88 0.57* 0.00 0.00 0.00 19.45 0.50 0.88 0.57* 0.00 0.00 0.00 19.50 0.50 0.88 0.57* 0.00 0.00 0.00 19.55 0.50 0.88 0.57* 0.00 0.00 0.00 19.60 0.50 0.88 0.57* 0.00 0.00 0.00 19.65 0.50 0.88 0.57* 0.00 0.00 0.00 19.70 0.50 0.88 0.57* 0.00 0.00 0.00 19.75 0.50 0.88 0.57* 0.00 0.00 0.00 19.80 0.50 0.88 0.57* 0.00 0.00 0.00 19.85 0.50 0.88 0.57* 0.00 0.00 0.00 19.90 0.50 0.88 0.57* 0.00 0.00 0.00 19.95 0.50 0.89 0.56* 0.00 0.00 0.00 20.00 0.50 0.89 0.56* 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167 LiquefyPro CivilTech Software USA www.civiltech.comCivilTech Corporation LIQUEFACTION ANALYSIS 2050 E Oceanfront B-4 Plate A-1 Hole No.=4 Water Depth=3 ft Surface Elev.=18.73 Magnitude=7.5 Acceleration=1.056g (ft)0 5 10 15 20 25 30 35 13 102.1.8 13 102.1.8 20 108.82.4 36 106.32 Raw Unit FinesSPT Weight %Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 0 2Soil Description Factor of Safety051 Settlement Saturated Unsaturat. S = 2.30 in. 0 (in.) 10 fs1=1.30 PA2022-0167 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 10/19/2021 4:31:38 PM Input File Name: S:\PROJECTS\1000s GEOTECH PROJECTS\1-1201 2050 East Oceanfront - Pleskow Arch\Calcs\Liquefaction\ProgramFiles\2050 Oceanfront liq 08_18_2021 (B-4 only).liq Title: 2050 E Oceanfront Subtitle: B-4 Surface Elev.=18.73 Hole No.=4 Depth of Hole= 20.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 12.50 ft Max. Acceleration= 1.06 g Earthquake Magnitude= 7.50 Input Data: Surface Elev.=18.73 Hole No.=4 Depth of Hole=20.00 ft Water Table during Earthquake= 3.00 ft Water Table during In-Situ Testing= 12.50 ft Max. Acceleration=1.06 g Earthquake Magnitude=7.50 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu/Seed 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options PA2022-0167 In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.00 13.00 102.10 0.80 5.00 13.00 102.10 0.80 10.00 20.00 108.80 2.40 15.00 36.00 106.30 2.00 ____________________________________ Output Results: Settlement of Saturated Sands=1.69 in. Settlement of Unsaturated Sands=0.61 in. Total Settlement of Saturated and Unsaturated Sands=2.30 in. Differential Settlement=1.152 to 1.521 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.18 0.89 5.00 1.69 0.61 2.30 0.05 0.18 0.89 5.00 1.69 0.61 2.30 0.10 0.18 0.89 5.00 1.69 0.61 2.30 0.15 0.18 0.89 5.00 1.69 0.61 2.30 0.20 0.18 0.89 5.00 1.69 0.61 2.30 0.25 0.18 0.89 5.00 1.69 0.61 2.30 0.30 0.18 0.89 5.00 1.69 0.61 2.30 0.35 0.18 0.89 5.00 1.69 0.61 2.30 0.40 0.18 0.89 5.00 1.69 0.61 2.30 0.45 0.18 0.89 5.00 1.69 0.61 2.30 0.50 0.18 0.89 5.00 1.69 0.61 2.30 0.55 0.18 0.89 5.00 1.69 0.61 2.30 0.60 0.18 0.89 5.00 1.69 0.61 2.30 0.65 0.18 0.89 5.00 1.69 0.61 2.30 0.70 0.18 0.89 5.00 1.69 0.61 2.30 0.75 0.18 0.89 5.00 1.69 0.61 2.30 0.80 0.18 0.89 5.00 1.69 0.61 2.30 0.85 0.18 0.89 5.00 1.69 0.61 2.30 0.90 0.18 0.89 5.00 1.69 0.61 2.30 0.95 0.18 0.89 5.00 1.69 0.60 2.29 1.00 0.18 0.89 5.00 1.69 0.60 2.29 1.05 0.18 0.89 5.00 1.69 0.60 2.29 1.10 0.18 0.89 5.00 1.69 0.60 2.29 1.15 0.18 0.89 5.00 1.69 0.59 2.28 1.20 0.18 0.89 5.00 1.69 0.58 2.27 1.25 0.18 0.89 5.00 1.69 0.57 2.26 1.30 0.18 0.89 5.00 1.69 0.56 2.25 1.35 0.18 0.89 5.00 1.69 0.54 2.23 1.40 0.18 0.89 5.00 1.69 0.53 2.22 1.45 0.18 0.89 5.00 1.69 0.51 2.20 1.50 0.18 0.89 5.00 1.69 0.49 2.18 PA2022-0167 1.55 0.18 0.89 5.00 1.69 0.48 2.17 1.60 0.18 0.89 5.00 1.69 0.46 2.15 1.65 0.18 0.89 5.00 1.69 0.45 2.14 1.70 0.18 0.89 5.00 1.69 0.43 2.12 1.75 0.18 0.89 5.00 1.69 0.41 2.10 1.80 0.18 0.89 5.00 1.69 0.40 2.09 1.85 0.18 0.89 5.00 1.69 0.38 2.07 1.90 0.18 0.89 5.00 1.69 0.37 2.06 1.95 0.18 0.89 5.00 1.69 0.35 2.04 2.00 0.18 0.89 5.00 1.69 0.33 2.02 2.05 0.18 0.89 5.00 1.69 0.32 2.01 2.10 0.18 0.89 5.00 1.69 0.30 1.99 2.15 0.18 0.89 5.00 1.69 0.29 1.98 2.20 0.18 0.89 5.00 1.69 0.27 1.96 2.25 0.18 0.89 5.00 1.69 0.25 1.94 2.30 0.18 0.89 5.00 1.69 0.24 1.93 2.35 0.18 0.89 5.00 1.69 0.22 1.91 2.40 0.18 0.89 5.00 1.69 0.21 1.90 2.45 0.18 0.89 5.00 1.69 0.19 1.88 2.50 0.18 0.89 5.00 1.69 0.18 1.87 2.55 0.18 0.89 5.00 1.69 0.16 1.85 2.60 0.18 0.89 5.00 1.69 0.14 1.83 2.65 0.18 0.89 5.00 1.69 0.13 1.82 2.70 0.18 0.89 5.00 1.69 0.11 1.80 2.75 0.18 0.89 5.00 1.69 0.10 1.79 2.80 0.18 0.89 5.00 1.69 0.08 1.77 2.85 0.18 0.89 5.00 1.69 0.06 1.75 2.90 0.18 0.89 5.00 1.69 0.05 1.74 2.95 0.18 0.89 5.00 1.69 0.03 1.72 3.00 0.18 0.89 5.00 1.69 0.02 1.71 3.05 0.18 0.89 0.20* 1.69 0.00 1.69 3.10 0.18 0.89 0.20* 1.68 0.00 1.68 3.15 0.18 0.90 0.20* 1.67 0.00 1.67 3.20 0.18 0.91 0.20* 1.66 0.00 1.66 3.25 0.18 0.92 0.19* 1.65 0.00 1.65 3.30 0.18 0.93 0.19* 1.64 0.00 1.64 3.35 0.18 0.94 0.19* 1.63 0.00 1.63 3.40 0.18 0.94 0.19* 1.61 0.00 1.61 3.45 0.18 0.95 0.19* 1.60 0.00 1.60 3.50 0.18 0.96 0.19* 1.59 0.00 1.59 3.55 0.18 0.97 0.18* 1.58 0.00 1.58 3.60 0.18 0.98 0.18* 1.57 0.00 1.57 3.65 0.18 0.98 0.18* 1.56 0.00 1.56 3.70 0.18 0.99 0.18* 1.55 0.00 1.55 3.75 0.18 1.00 0.18* 1.54 0.00 1.54 3.80 0.18 1.01 0.18* 1.53 0.00 1.53 3.85 0.18 1.01 0.18* 1.52 0.00 1.52 3.90 0.18 1.02 0.18* 1.51 0.00 1.51 3.95 0.18 1.03 0.17* 1.50 0.00 1.50 4.00 0.18 1.03 0.17* 1.49 0.00 1.49 PA2022-0167 4.05 0.18 1.04 0.17* 1.48 0.00 1.48 4.10 0.18 1.05 0.17* 1.46 0.00 1.46 4.15 0.18 1.05 0.17* 1.45 0.00 1.45 4.20 0.18 1.06 0.17* 1.44 0.00 1.44 4.25 0.18 1.07 0.17* 1.43 0.00 1.43 4.30 0.18 1.07 0.17* 1.42 0.00 1.42 4.35 0.18 1.08 0.17* 1.41 0.00 1.41 4.40 0.18 1.09 0.16* 1.40 0.00 1.40 4.45 0.18 1.09 0.16* 1.39 0.00 1.39 4.50 0.18 1.10 0.16* 1.38 0.00 1.38 4.55 0.18 1.11 0.16* 1.37 0.00 1.37 4.60 0.18 1.11 0.16* 1.36 0.00 1.36 4.65 0.18 1.12 0.16* 1.35 0.00 1.35 4.70 0.18 1.12 0.16* 1.34 0.00 1.34 4.75 0.18 1.13 0.16* 1.33 0.00 1.33 4.80 0.18 1.14 0.16* 1.31 0.00 1.31 4.85 0.18 1.14 0.16* 1.30 0.00 1.30 4.90 0.18 1.15 0.16* 1.29 0.00 1.29 4.95 0.18 1.15 0.16* 1.28 0.00 1.28 5.00 0.18 1.16 0.15* 1.27 0.00 1.27 5.05 0.18 1.16 0.15* 1.26 0.00 1.26 5.10 0.18 1.17 0.15* 1.25 0.00 1.25 5.15 0.18 1.17 0.15* 1.24 0.00 1.24 5.20 0.18 1.18 0.15* 1.23 0.00 1.23 5.25 0.18 1.18 0.15* 1.22 0.00 1.22 5.30 0.18 1.19 0.16* 1.21 0.00 1.21 5.35 0.19 1.20 0.16* 1.20 0.00 1.20 5.40 0.19 1.20 0.16* 1.19 0.00 1.19 5.45 0.19 1.21 0.16* 1.18 0.00 1.18 5.50 0.19 1.21 0.16* 1.17 0.00 1.17 5.55 0.19 1.22 0.16* 1.16 0.00 1.16 5.60 0.19 1.22 0.16* 1.15 0.00 1.15 5.65 0.19 1.22 0.16* 1.14 0.00 1.14 5.70 0.19 1.23 0.16* 1.13 0.00 1.13 5.75 0.19 1.23 0.16* 1.12 0.00 1.12 5.80 0.19 1.24 0.16* 1.11 0.00 1.11 5.85 0.20 1.24 0.16* 1.09 0.00 1.09 5.90 0.20 1.25 0.16* 1.09 0.00 1.09 5.95 0.20 1.25 0.16* 1.08 0.00 1.08 6.00 0.20 1.26 0.16* 1.07 0.00 1.07 6.05 0.20 1.26 0.16* 1.06 0.00 1.06 6.10 0.20 1.27 0.16* 1.05 0.00 1.05 6.15 0.20 1.27 0.16* 1.04 0.00 1.04 6.20 0.20 1.27 0.16* 1.03 0.00 1.03 6.25 0.20 1.28 0.16* 1.02 0.00 1.02 6.30 0.20 1.28 0.16* 1.01 0.00 1.01 6.35 0.20 1.29 0.16* 1.00 0.00 1.00 6.40 0.21 1.29 0.16* 0.99 0.00 0.99 6.45 0.21 1.30 0.16* 0.98 0.00 0.98 6.50 0.21 1.30 0.16* 0.97 0.00 0.97 PA2022-0167 6.55 0.21 1.30 0.16* 0.96 0.00 0.96 6.60 0.21 1.31 0.16* 0.95 0.00 0.95 6.65 0.21 1.31 0.16* 0.94 0.00 0.94 6.70 0.21 1.31 0.16* 0.93 0.00 0.93 6.75 0.21 1.32 0.16* 0.92 0.00 0.92 6.80 0.21 1.32 0.16* 0.91 0.00 0.91 6.85 0.21 1.33 0.16* 0.90 0.00 0.90 6.90 0.22 1.33 0.16* 0.89 0.00 0.89 6.95 0.22 1.33 0.16* 0.89 0.00 0.89 7.00 0.22 1.34 0.16* 0.88 0.00 0.88 7.05 0.22 1.34 0.16* 0.87 0.00 0.87 7.10 0.22 1.34 0.16* 0.86 0.00 0.86 7.15 0.22 1.35 0.16* 0.85 0.00 0.85 7.20 0.22 1.35 0.16* 0.84 0.00 0.84 7.25 0.22 1.35 0.16* 0.83 0.00 0.83 7.30 0.22 1.36 0.16* 0.82 0.00 0.82 7.35 0.22 1.36 0.16* 0.81 0.00 0.81 7.40 0.22 1.36 0.16* 0.81 0.00 0.81 7.45 0.22 1.37 0.16* 0.80 0.00 0.80 7.50 0.22 1.37 0.16* 0.79 0.00 0.79 7.55 0.22 1.37 0.16* 0.78 0.00 0.78 7.60 0.22 1.38 0.16* 0.77 0.00 0.77 7.65 0.22 1.38 0.16* 0.76 0.00 0.76 7.70 0.22 1.38 0.16* 0.75 0.00 0.75 7.75 0.22 1.39 0.16* 0.74 0.00 0.74 7.80 0.22 1.39 0.16* 0.74 0.00 0.74 7.85 0.22 1.39 0.16* 0.73 0.00 0.73 7.90 0.22 1.40 0.16* 0.72 0.00 0.72 7.95 0.22 1.40 0.16* 0.71 0.00 0.71 8.00 0.22 1.40 0.16* 0.70 0.00 0.70 8.05 0.22 1.40 0.16* 0.69 0.00 0.69 8.10 0.22 1.41 0.16* 0.68 0.00 0.68 8.15 0.22 1.41 0.16* 0.67 0.00 0.67 8.20 0.22 1.41 0.16* 0.67 0.00 0.67 8.25 0.26 1.42 0.18* 0.66 0.00 0.66 8.30 0.26 1.42 0.18* 0.65 0.00 0.65 8.35 0.26 1.42 0.18* 0.64 0.00 0.64 8.40 0.26 1.42 0.18* 0.63 0.00 0.63 8.45 0.26 1.43 0.18* 0.63 0.00 0.63 8.50 0.26 1.43 0.18* 0.62 0.00 0.62 8.55 0.26 1.43 0.18* 0.61 0.00 0.61 8.60 0.26 1.43 0.18* 0.60 0.00 0.60 8.65 0.26 1.44 0.18* 0.60 0.00 0.60 8.70 0.26 1.44 0.18* 0.59 0.00 0.59 8.75 0.26 1.44 0.18* 0.58 0.00 0.58 8.80 0.26 1.44 0.18* 0.57 0.00 0.57 8.85 0.26 1.45 0.18* 0.56 0.00 0.56 8.90 0.26 1.45 0.18* 0.56 0.00 0.56 8.95 0.26 1.45 0.18* 0.55 0.00 0.55 9.00 0.27 1.45 0.18* 0.54 0.00 0.54 PA2022-0167 9.05 0.27 1.46 0.18* 0.53 0.00 0.53 9.10 0.27 1.46 0.18* 0.53 0.00 0.53 9.15 0.27 1.46 0.18* 0.52 0.00 0.52 9.20 0.27 1.46 0.18* 0.51 0.00 0.51 9.25 0.27 1.47 0.18* 0.50 0.00 0.50 9.30 0.27 1.47 0.18* 0.50 0.00 0.50 9.35 0.27 1.47 0.18* 0.49 0.00 0.49 9.40 0.27 1.47 0.18* 0.48 0.00 0.48 9.45 0.27 1.47 0.18* 0.47 0.00 0.47 9.50 0.27 1.48 0.18* 0.47 0.00 0.47 9.55 0.27 1.48 0.18* 0.46 0.00 0.46 9.60 0.27 1.48 0.18* 0.45 0.00 0.45 9.65 0.27 1.48 0.18* 0.44 0.00 0.44 9.70 0.27 1.49 0.18* 0.44 0.00 0.44 9.75 0.27 1.49 0.18* 0.43 0.00 0.43 9.80 0.27 1.49 0.18* 0.42 0.00 0.42 9.85 0.27 1.49 0.18* 0.41 0.00 0.41 9.90 0.27 1.49 0.18* 0.41 0.00 0.41 9.95 0.27 1.50 0.18* 0.40 0.00 0.40 10.00 0.27 1.50 0.18* 0.39 0.00 0.39 10.05 0.27 1.50 0.18* 0.38 0.00 0.38 10.10 0.28 1.50 0.18* 0.38 0.00 0.38 10.15 0.28 1.50 0.18* 0.37 0.00 0.37 10.20 0.28 1.50 0.19* 0.36 0.00 0.36 10.25 0.28 1.51 0.19* 0.36 0.00 0.36 10.30 0.28 1.51 0.19* 0.35 0.00 0.35 10.35 0.29 1.51 0.19* 0.34 0.00 0.34 10.40 0.29 1.51 0.19* 0.33 0.00 0.33 10.45 0.29 1.51 0.19* 0.33 0.00 0.33 10.50 0.29 1.52 0.19* 0.32 0.00 0.32 10.55 0.29 1.52 0.19* 0.31 0.00 0.31 10.60 0.30 1.52 0.20* 0.31 0.00 0.31 10.65 0.30 1.52 0.20* 0.30 0.00 0.30 10.70 0.30 1.52 0.20* 0.29 0.00 0.29 10.75 0.30 1.52 0.20* 0.29 0.00 0.29 10.80 0.31 1.53 0.20* 0.28 0.00 0.28 10.85 0.31 1.53 0.20* 0.27 0.00 0.27 10.90 0.31 1.53 0.20* 0.27 0.00 0.27 10.95 0.31 1.53 0.20* 0.26 0.00 0.26 11.00 0.32 1.53 0.21* 0.25 0.00 0.25 11.05 0.32 1.53 0.21* 0.25 0.00 0.25 11.10 0.32 1.54 0.21* 0.24 0.00 0.24 11.15 0.32 1.54 0.21* 0.23 0.00 0.23 11.20 0.33 1.54 0.21* 0.23 0.00 0.23 11.25 0.33 1.54 0.21* 0.22 0.00 0.22 11.30 0.33 1.54 0.21* 0.22 0.00 0.22 11.35 0.33 1.54 0.22* 0.21 0.00 0.21 11.40 0.34 1.55 0.22* 0.20 0.00 0.20 11.45 0.34 1.55 0.22* 0.20 0.00 0.20 11.50 0.34 1.55 0.22* 0.19 0.00 0.19 PA2022-0167 11.55 0.35 1.55 0.22* 0.18 0.00 0.18 11.60 0.35 1.55 0.22* 0.18 0.00 0.18 11.65 0.35 1.55 0.23* 0.17 0.00 0.17 11.70 0.36 1.55 0.23* 0.17 0.00 0.17 11.75 0.36 1.56 0.23* 0.16 0.00 0.16 11.80 0.36 1.56 0.23* 0.16 0.00 0.16 11.85 0.37 1.56 0.24* 0.15 0.00 0.15 11.90 0.37 1.56 0.24* 0.14 0.00 0.14 11.95 0.38 1.56 0.24* 0.14 0.00 0.14 12.00 0.38 1.56 0.24* 0.13 0.00 0.13 12.05 0.39 1.57 0.25* 0.13 0.00 0.13 12.10 0.39 1.57 0.25* 0.12 0.00 0.12 12.15 0.40 1.57 0.25* 0.12 0.00 0.12 12.20 0.41 1.57 0.26* 0.11 0.00 0.11 12.25 0.42 1.57 0.27* 0.11 0.00 0.11 12.30 0.43 1.57 0.27* 0.10 0.00 0.10 12.35 0.45 1.57 0.28* 0.10 0.00 0.10 12.40 0.47 1.57 0.30* 0.10 0.00 0.10 12.45 0.50 1.58 0.32* 0.09 0.00 0.09 12.50 0.50 1.58 0.32* 0.09 0.00 0.09 12.55 0.50 1.58 0.32* 0.08 0.00 0.08 12.60 0.50 1.58 0.32* 0.08 0.00 0.08 12.65 0.50 1.58 0.32* 0.07 0.00 0.07 12.70 0.50 1.58 0.32* 0.07 0.00 0.07 12.75 0.50 1.58 0.32* 0.07 0.00 0.07 12.80 0.50 1.59 0.32* 0.06 0.00 0.06 12.85 0.50 1.59 0.32* 0.06 0.00 0.06 12.90 0.50 1.59 0.31* 0.06 0.00 0.06 12.95 0.50 1.59 0.31* 0.05 0.00 0.05 13.00 0.50 1.59 0.31* 0.05 0.00 0.05 13.05 0.50 1.59 0.31* 0.05 0.00 0.05 13.10 0.50 1.59 0.31* 0.04 0.00 0.04 13.15 0.50 1.59 0.31* 0.04 0.00 0.04 13.20 0.50 1.60 0.31* 0.04 0.00 0.04 13.25 0.50 1.60 0.31* 0.03 0.00 0.03 13.30 0.50 1.60 0.31* 0.03 0.00 0.03 13.35 0.50 1.60 0.31* 0.03 0.00 0.03 13.40 0.50 1.60 0.31* 0.03 0.00 0.03 13.45 0.50 1.60 0.31* 0.03 0.00 0.03 13.50 0.50 1.60 0.31* 0.02 0.00 0.02 13.55 0.50 1.60 0.31* 0.02 0.00 0.02 13.60 0.50 1.60 0.31* 0.02 0.00 0.02 13.65 0.50 1.61 0.31* 0.02 0.00 0.02 13.70 0.50 1.61 0.31* 0.02 0.00 0.02 13.75 0.50 1.61 0.31* 0.02 0.00 0.02 13.80 0.50 1.61 0.31* 0.02 0.00 0.02 13.85 0.50 1.61 0.31* 0.02 0.00 0.02 13.90 0.50 1.61 0.31* 0.01 0.00 0.01 13.95 0.50 1.61 0.31* 0.01 0.00 0.01 14.00 0.50 1.61 0.31* 0.01 0.00 0.01 PA2022-0167 14.05 0.50 1.62 0.31* 0.01 0.00 0.01 14.10 0.50 1.62 0.31* 0.01 0.00 0.01 14.15 0.50 1.62 0.31* 0.01 0.00 0.01 14.20 0.50 1.62 0.31* 0.01 0.00 0.01 14.25 0.50 1.62 0.31* 0.01 0.00 0.01 14.30 0.50 1.62 0.31* 0.01 0.00 0.01 14.35 0.50 1.62 0.31* 0.01 0.00 0.01 14.40 0.50 1.62 0.31* 0.00 0.00 0.00 14.45 0.50 1.62 0.31* 0.00 0.00 0.00 14.50 0.50 1.62 0.31* 0.00 0.00 0.00 14.55 0.50 1.63 0.31* 0.00 0.00 0.00 14.60 0.50 1.63 0.31* 0.00 0.00 0.00 14.65 0.50 1.63 0.31* 0.00 0.00 0.00 14.70 0.50 1.63 0.31* 0.00 0.00 0.00 14.75 0.50 1.63 0.31* 0.00 0.00 0.00 14.80 0.50 1.63 0.31* 0.00 0.00 0.00 14.85 0.50 1.63 0.31* 0.00 0.00 0.00 14.90 0.50 1.63 0.31* 0.00 0.00 0.00 14.95 0.50 1.63 0.31* 0.00 0.00 0.00 15.00 0.50 1.63 0.31* 0.00 0.00 0.00 15.05 0.50 1.64 0.31* 0.00 0.00 0.00 15.10 0.50 1.64 0.31* 0.00 0.00 0.00 15.15 0.50 1.64 0.31* 0.00 0.00 0.00 15.20 0.50 1.64 0.30* 0.00 0.00 0.00 15.25 0.50 1.64 0.30* 0.00 0.00 0.00 15.30 0.50 1.64 0.30* 0.00 0.00 0.00 15.35 0.50 1.64 0.30* 0.00 0.00 0.00 15.40 0.50 1.64 0.30* 0.00 0.00 0.00 15.45 0.50 1.64 0.30* 0.00 0.00 0.00 15.50 0.50 1.64 0.30* 0.00 0.00 0.00 15.55 0.50 1.65 0.30* 0.00 0.00 0.00 15.60 0.50 1.65 0.30* 0.00 0.00 0.00 15.65 0.50 1.65 0.30* 0.00 0.00 0.00 15.70 0.50 1.65 0.30* 0.00 0.00 0.00 15.75 0.50 1.65 0.30* 0.00 0.00 0.00 15.80 0.50 1.65 0.30* 0.00 0.00 0.00 15.85 0.50 1.65 0.30* 0.00 0.00 0.00 15.90 0.50 1.65 0.30* 0.00 0.00 0.00 15.95 0.50 1.65 0.30* 0.00 0.00 0.00 16.00 0.50 1.65 0.30* 0.00 0.00 0.00 16.05 0.50 1.65 0.30* 0.00 0.00 0.00 16.10 0.50 1.66 0.30* 0.00 0.00 0.00 16.15 0.50 1.66 0.30* 0.00 0.00 0.00 16.20 0.50 1.66 0.30* 0.00 0.00 0.00 16.25 0.50 1.66 0.30* 0.00 0.00 0.00 16.30 0.50 1.66 0.30* 0.00 0.00 0.00 16.35 0.50 1.66 0.30* 0.00 0.00 0.00 16.40 0.50 1.66 0.30* 0.00 0.00 0.00 16.45 0.50 1.66 0.30* 0.00 0.00 0.00 16.50 0.50 1.66 0.30* 0.00 0.00 0.00 PA2022-0167 16.55 0.50 1.66 0.30* 0.00 0.00 0.00 16.60 0.50 1.66 0.30* 0.00 0.00 0.00 16.65 0.50 1.66 0.30* 0.00 0.00 0.00 16.70 0.50 1.67 0.30* 0.00 0.00 0.00 16.75 0.50 1.67 0.30* 0.00 0.00 0.00 16.80 0.50 1.67 0.30* 0.00 0.00 0.00 16.85 0.50 1.67 0.30* 0.00 0.00 0.00 16.90 0.50 1.67 0.30* 0.00 0.00 0.00 16.95 0.50 1.67 0.30* 0.00 0.00 0.00 17.00 0.50 1.67 0.30* 0.00 0.00 0.00 17.05 0.50 1.67 0.30* 0.00 0.00 0.00 17.10 0.50 1.67 0.30* 0.00 0.00 0.00 17.15 0.50 1.67 0.30* 0.00 0.00 0.00 17.20 0.50 1.67 0.30* 0.00 0.00 0.00 17.25 0.50 1.67 0.30* 0.00 0.00 0.00 17.30 0.50 1.67 0.30* 0.00 0.00 0.00 17.35 0.50 1.68 0.30* 0.00 0.00 0.00 17.40 0.50 1.68 0.30* 0.00 0.00 0.00 17.45 0.50 1.68 0.30* 0.00 0.00 0.00 17.50 0.50 1.68 0.30* 0.00 0.00 0.00 17.55 0.50 1.68 0.30* 0.00 0.00 0.00 17.60 0.50 1.68 0.30* 0.00 0.00 0.00 17.65 0.50 1.68 0.30* 0.00 0.00 0.00 17.70 0.50 1.68 0.30* 0.00 0.00 0.00 17.75 0.50 1.68 0.30* 0.00 0.00 0.00 17.80 0.50 1.68 0.30* 0.00 0.00 0.00 17.85 0.50 1.68 0.30* 0.00 0.00 0.00 17.90 0.50 1.68 0.30* 0.00 0.00 0.00 17.95 0.50 1.68 0.30* 0.00 0.00 0.00 18.00 0.50 1.68 0.30* 0.00 0.00 0.00 18.05 0.50 1.69 0.30* 0.00 0.00 0.00 18.10 0.50 1.69 0.30* 0.00 0.00 0.00 18.15 0.50 1.69 0.30* 0.00 0.00 0.00 18.20 0.50 1.69 0.30* 0.00 0.00 0.00 18.25 0.50 1.69 0.30* 0.00 0.00 0.00 18.30 0.50 1.69 0.30* 0.00 0.00 0.00 18.35 0.50 1.69 0.30* 0.00 0.00 0.00 18.40 0.50 1.69 0.30* 0.00 0.00 0.00 18.45 0.50 1.69 0.30* 0.00 0.00 0.00 18.50 0.50 1.69 0.30* 0.00 0.00 0.00 18.55 0.50 1.69 0.30* 0.00 0.00 0.00 18.60 0.50 1.69 0.30* 0.00 0.00 0.00 18.65 0.50 1.69 0.30* 0.00 0.00 0.00 18.70 0.50 1.69 0.30* 0.00 0.00 0.00 18.75 0.50 1.69 0.30* 0.00 0.00 0.00 18.80 0.50 1.69 0.29* 0.00 0.00 0.00 18.85 0.50 1.70 0.29* 0.00 0.00 0.00 18.90 0.50 1.70 0.29* 0.00 0.00 0.00 18.95 0.50 1.70 0.29* 0.00 0.00 0.00 19.00 0.50 1.70 0.29* 0.00 0.00 0.00 PA2022-0167 19.05 0.50 1.70 0.29* 0.00 0.00 0.00 19.10 0.50 1.70 0.29* 0.00 0.00 0.00 19.15 0.50 1.70 0.29* 0.00 0.00 0.00 19.20 0.50 1.70 0.29* 0.00 0.00 0.00 19.25 0.50 1.70 0.29* 0.00 0.00 0.00 19.30 0.50 1.70 0.29* 0.00 0.00 0.00 19.35 0.50 1.70 0.29* 0.00 0.00 0.00 19.40 0.50 1.70 0.29* 0.00 0.00 0.00 19.45 0.50 1.70 0.29* 0.00 0.00 0.00 19.50 0.50 1.70 0.29* 0.00 0.00 0.00 19.55 0.50 1.70 0.29* 0.00 0.00 0.00 19.60 0.50 1.70 0.29* 0.00 0.00 0.00 19.65 0.50 1.70 0.29* 0.00 0.00 0.00 19.70 0.50 1.71 0.29* 0.00 0.00 0.00 19.75 0.50 1.71 0.29* 0.00 0.00 0.00 19.80 0.50 1.71 0.29* 0.00 0.00 0.00 19.85 0.50 1.71 0.29* 0.00 0.00 0.00 19.90 0.50 1.71 0.29* 0.00 0.00 0.00 19.95 0.50 1.71 0.29* 0.00 0.00 0.00 20.00 0.50 1.71 0.29* 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils PA2022-0167